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HomeMy WebLinkAboutPUD 09-02; Life Technologies; Life Technologies; 2009-03-06 (3)o(- PRELIMINARY STORM WATER MANAGEMENT PLAN FOR LIFE TECHNOLOGIES (NON-RESIDENTIAL PDP) r~*~; j 15767-E January 9, 2009 Revised: March 6, 2009 iVxi * Swi T\31l^ta«.2%il~ RICK rickengineering.com PRELIMINARY STORM WATER MANAGEMENT PLAN FOR LIFE TECHNOLOGIES (NON-RESIDENTIAL PDP) Job Number 15767-E RECEIVED MAR I 0 2009 CITY OF CARLSBAD PLANNING DEPT John D. Goddard, Jr. RCE 33037 Prepared For: Life Technologies (Non-Residential PDP) (Owner) 5781 Van Allen Way Carlsbad, California 92008 Prepared By: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 January 9, 2009 Revised: March 6,2009 C C TABLE OF CONTENTS 1.0 Introduction 1 2.0 Vicinity Map 3 3.0 Identification of Pollutants and Conditions of Concern 4 4.0 Establish Permanent Storm Water Best Management Practices (BMPs) 9 5.0 Maintenance Conditions 18 6.0 Summary 23 Tables; Table 2: Anticipated and Potential Pollutants Generated by Land Use Type 5 Table 4: Treatment Control BMP Selection Matrix 13 Table 4.1: Pollutants and Associated Particle Sizes 14 Table 5: Summary Table of Inspection and Maintenance Frequency 21 Appendices: Appendix A: Development Application Storm Water Standards Questionnaire Appendix B: Life Technologies (Non-Residential PDF) Project Hydrologic Location Map Appendix C: Treatment Flow Rate Calculations Appendix D: Details for High Rate Media Filters & LID Vegetated Swales Appendix E: Operation and Maintenance (O & M) Plan Appendix F: Drainage Study for Life Technologies (Non-Residential PDF) Project Appendix G: Updated Geotechnical Recommendations, Life Technologies (Non-Residential PDF) Site & Tenant Improvements Map Pockets; Map Pocket 1: Permanent Post-Construction BMP Plan for Life Technologies (Non-Residential PDF) Project Map Pocket 2: Drainage Study Map for Life Technologies (Non-Residential PDF) Project, Pre- Project Condition Map Pocket 3: Drainage Study Map for Life Technologies (Non-Residential PDF) Project, Post- Project Condition Prepared By: March 6,2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) 1.0 INTRODUCTION This Storm Water Management Plan (SWMP) summarizes the post-construction storm water requirements for the Life Technologies (Non-Residential PDF) project. The project is located in the City of Carlsbad just north of Faraday Ave and west of College Boulevard. Please see the Vicinity Map in Section 2.0 for the location of the project. The project proposes to expand the existing parking lot on a small portion of the Life Technologies (Non-Residential PDF) campus, where currently a mass graded pad is located. A fire access driveway is also proposed on the northern portion of the campus. The majority of existing drainage boundaries and flow patterns will not change. The changes that are taking place are all contained on-site, and as a result the same areas are tributary to the same storm drain systems as in the pre-project condition. In both the pre-project and post-project condition, storm water runoff from the parking lot portion of the project site is conveyed across the site in a northerly direction before being tied into an existing storm drain system. This existing stormdrain system conveys the flows northerly along College Blvd before outletting into Agua Hedionda Creek and ultimately into Agua Hedionda Lagoon. There is also a portion of the campus that drains westerly along Faraday Ave, outlets into an unnamed tributary that ultimately discharges into Agua Hedionda Lagoon. The purpose of this SWMP is to address the water quality impacts from the project. Best Management Practices (BMPs) will be utilized to provide a long-term solution to water quality at the project site. The SWMP is also intended to ensure the effectiveness of the BMPs through proper maintenance that is based on long-term fiscal planning. For the purposes of post- construction storm water quality management, the project will follow the guidelines and requirements set forth in the City of Carlsbad's "Standard Urban Storm Water Mitigation Plan," adopted March, 2008 (herein "SUSMP"). Based on the National Pollutant Discharge Elimination System (NPDES) Project Applicability Form, the project is a "Priority Project." The following Priority Development Project category Prepared By: 1 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) applies to the Life Technologies (Non-Residential PDF) project: Parking Lots, which would create a new paved surface that is 5,000 square feet of greater. A copy of the NPDES Project Applicability Form for the project is located in Appendix A of this SWMP. Please refer to the exhibit titled, "Permanent Post-Construction BMP Plan for Life Technologies (Non-Residential PDF) Project" located in Map Pocket 1 of this report for the locations of the drainage facilities and permanent storm water BMPs. Prepared By: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) 2.0 VICINITY MAP CITY OF OCEANSIDE MS NOT TO SCALE VISTA CITY OF SAN MARCOS CITY OF ENCINITAS VICINITY MAP NOT TO SCALE Prepared By: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) 3.0 IDENTIFICATION OF POLLUTANTS & CONDITIONS OF CONCERN Section 2.3 of the City of Carlsbad's SUSMP outlines the procedure for the selection of permanent storm water BMPs. The procedure begins with identification of pollutants and conditions of concern, a three-step process described in Section 2.3.2 of the SUSMP. This section of the SWMP addresses each step from Section 2.3.2 to identify pollutants and conditions of concern. 3.1.a Identify Pollutants from the Project Area Table 2 of the SUSMP, "Anticipated and Potential Pollutants Generated by Land Use Type" identifies general pollutant categories that are either anticipated or potential pollutants for general project categories. The project proposes parking improvements, therefore, the "Parking Lots" category shall be used to describe the anticipated or potential pollutants for the project. Table 2 is reproduced on the following page, with the Priority Development Project categories applicable to the Life Technologies (Non-Residential PDP) project highlighted. Prepared By: 4 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) c Table 2. Anticipated and Potential Pollutants Generated by Land Use Type C Priority Project Categories Detached Residential Development Attached Residential Development Commercial Development > 100,000 ft2 Heavy Industry /Industrial Development Automotive Repair Shops Restaurants Steep Hillside Development >5,000 ft2 Parking Lots Retail Gasoline Outlets Streets, Highways & Freeways General Pollutant Categories Sediments X X pO) X X pU) X Nutrients X X pO) X , '• p«- ; •' p(l) Heavy Metals X X x X X Organic Compounds p(2) X X("X5) " ' ;- X X(4) Trash & Debris X X X X X X X '•"'•*' : X X Oxygen Demanding Substances X p(0 pP) X X X ''.•••"•"".fpjtt. :;•./-_ X p(5) Oil& Grease X p(2) X X X X X -;,x. >; X X Bacteria & Viruses X pO) p(3) X ".-,-•>, " - '* ,"< ''if' •' •'(' * Pesticides X X p(5) X (-••>.'$**$': X = anticipated P = potential (1) A potential pollutant if landscaping exists on-site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Source: Standard Urban Storm Water Mitigation Plan, 2008. Based on the highlighted rows, the anticipated pollutants from the project include heavy metals, trash & debris, and oil and grease. The potential pollutants include sediments, nutrients, oxygen demanding substances, and pesticides. Prepared By: Rick Engineering Company March 6,2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) 3.1.b Identify Pollutants of Concern in Receiving Waters Based on Section 2.3.2.2 of the SUSMP, to identify pollutants of concern in receiving waters, the following analysis shall be conducted and reported in the project's SWMP: (1) for each of the proposed project discharge points, identify the receiving water(s), including hydro logic unit basin number(s), as identified in the most recent version of the "Water Quality Control Plan for the San Diego Basin," prepared by the SDRWQCB; and (2) identify any receiving waters, into which the developed area would discharge to, included in the "2006 CWA Section 303(d) List of Water Quality Limited Segments" approved by the SWRCB on October 25, 2006. List any and all pollutants for which the receiving waters are impaired. Identification of Receiving Waters According to the "Water Quality Control Plan for the San Diego Basin," dated September 8, 1994, prepared by the SDRWQCB, the Life Technologies (Non-Residential PDF) project is located in the following hydrologic unit basin: Los Monos Subarea in the Agua Hedionda Hydrologic Area within the Carlsbad Hydrologic Unit. The corresponding hydrologic unit basin number designation is 904.31 (Region '9', Hydrologic Unit '09', Hydrologic Area '3', and Hydrologic Subarea ' 1'). An exhibit has been provided in Appendix B of this report titled, "Life Technologies Hydrologic Location Map" which shows the project location within Hydrologic Unit 904.31. According to a review of as-built plans for the downstream storm drain system, the downstream system ultimately discharges into Agua Hedionda Creek prior to its outlet into Agua Hedionda Lagoon. Identification of Receiving Water Impairments On October 25, 2006, the SWRCB adopted the "2006 CWA Section 303(d) List of Water Quality Limited Segments" (2006 303(d) List). The receiving waters for Life Technologies (Non-Residential PDF) project that are currently listed as impaired based on the 2006 303(d) List include: Agua Hedionda Creek and Agua Hedionda Lagoon. The pollutants/stressors causing impairments are manganese, selenium, sulfates, total dissolved solids, indicator bacteria, and Prepared By: 6 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) sedimentation/siltation. Due to its associated priority project category, it is not anticipated that the project will be discharging any bacteria and viruses, sediments, or nutrients, so heavy metals is the only primary pollutant of concern. Since landscaping is proposed on-site, sediments and nutrients remain a potential pollutant of concern as well. In both the pre-project and post-project condition, storm water runoff from the parking areas is conveyed across the site in a northerly direction before being tied into an existing storm drain system. This existing stormdrain system conveys the flows northerly along College Blvd before outletting into Agua Hedionda Creek and ultimately into Agua Hedionda Lagoon. There is also a portion of the campus that drains westerly along Faraday Ave, outlets into an unnamed tributary that ultimately discharges into Agua Hedionda Lagoon. Sediments, nutrients and heavy metals are primary pollutants of concern, since they have been identified as a pollutant causing impairment to a 303(d) listed water body that the project is directly discharging to. Heavy metals fall under an anticipated pollutant generated by parking lots. 3.1.c Identify Conditions of Concern in Receiving Waters Conditions of concern for the project are related to any relevant hydrologic and environmental factors that are to be protected specific to the project area's watershed. A change to a Priority Development Project site's hydrologic regime would be considered a condition of concern if the change would impact downstream channels and habitat integrity. Potential impacts to downstream channels and habitat are evaluated and addressed in this section of the SWMP. The following discussion summarizes the factors that were evaluated and design measures that were incorporated to mitigate impacts to downstream channels and habitat. Drainage patterns for the pre-project and post-project conditions are essentially the same. In t order to mitigate for the increases in peak flows due to paving improvements to permeable areas in a pre-project condition, an underground detention system will be proposed during final engineering design. This detention system will detain 2, 10, and 100 year flows from the Prepared By: 7 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) northern portion of the parking lot so when it confluences with the remainder of the parking lot, the flows are at pre-project levels. For additional information, refer to the drainage study titled, "Drainage Study for Life Technologies (Non-Residential PDF) Project," and dated March 6, 2009, was prepared by Rick Engineering Company (Rick Engineering Company Job Number 15767-E). In regards to water quality impacts to downstream water bodies, the development of the project site will provide permanent storm water BMPs that are expected to treat all anticipated pollutants to the maximum extent practicable prior to leaving the project site. The following section of this SWMP, Section 4.0, will discuss the permanent storm water BMPs proposed for the project. Prepared By: g March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) 4.0 ESTABLISH STORM WATER BEST MANAGEMENT PRACTICES (BMPs) The following discussion addresses requirements of Section 2.3.3 of the SUSMP, to establish permanent BMPs. As listed in Section 2.3.3 of the SUSMP, projects subject to Priority Development Project requirements, at minimum, must implement low impact development (LID) site design BMPs and source control BMPs. Projects subject to Priority Development Project requirements must also implement the BMPs applicable to Individual Priority Development Project categories (listed in Sections 2.3.3.3 of the SUSMP) and structural treatment control BMPs (discussed in Section 2.3.3.4 of the SUSMP). Alternative storm water BMPs not identified in Table 4 may be approved at the discretion of the City of Carlsbad, provided the alternative BMP is as effective in removal of pollutants of concern as other feasible BMPs listed in Table 4. The following sections 4.2.a through 4.2.d of this SWMP will discuss the permanent storm water BMPs proposed for the project. 4.2.a Low Impact Development (LID) and Site Design BMPs The term "Low Impact Development (LID)" means a storm water management and land development strategy that emphasizes conservation and the use of on-site natural features integrated with engineered, small-scale hydrologic controls to more closely reflect pre- development hydrologic features. "Site design BMP" known as a significant part of Low Impact Development (LID), means any project design feature that reduces the amount of impervious surfaces, disconnects impervious surfaces, reduces creation or severity of potential pollutant sources and/or reduces the alteration of the project site's natural flow regime. The Life Technologies (Non-Residential PDF) project site proposes calculations for the on-site water quality devices. The LID vegetated swales incorporate LID concepts, while the High-Rate Media Inlet Filter (Clearwater BMP) and High-Rate Media Filter BMP (Baysaver) offer treatment control benefits. LID concept is to provide small-scale water quality treatment, some retention or detention and is integrated into site layout, landscaping and drainage design. For the purposes of this report, the water quality BMPs/IMPs have been classified as "LID IMPs" or "Treatment Control BMPs". The difference is the way the IMPs/BMPs are sized. Discussed in further detail in the following section are the LID IMPs, which are the LID vegetated swales. Prepared By: 9 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) The Life Technologies (Non-Residential PDF) project is also proposing treatment control BMPs, such as a High-Rate Media Filter BMP (Baysaver), and a High-Rate Media Inlet Filter (Clearwater BMP). The treatment control BMPs will be sized and discussed in further detail in Section 4.2.d (Treatment Control BMPs). The Life Technologies (Non-Residential PDP) project design will incorporate the following LID techniques: • Construct sheets, sidewalks or parking lot aisles to the minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised. • Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. • Use or maintain natural/existing drainage patterns to the maximum extent practicable. • LID vegetated swales. The geotechnical engineer has identified the site with poor soil conditions (as evident by existing conditions on the site). The use of filter strips and filter swales incorporated into the surface drainage of the parking lots was investigated but deemed infeasible by the geotechnical engineer due to the presence of highly impermeable fat clays beneath the project site, requiring a plan that minimizes the use of these to reduce the risk of saturating the surrounding soils. For this reason, the LID vegetated swales shall be lined with an impermeable membrane and include underdrains. The project will meet the intent of LID by several means. First, LID vegetated swales along the southern part of the parking area improvements, and within the parking area will treat impervious areas at their source to the maximum extent practicable. Secondly, the development will occur on a previously graded area, therefore not disturbing existing natural areas. Lastly, the project will incorporate on-site underground detention facilities to detain post-project peak flow rates back to pre-project peak flow rates, helping to maintain hydrologic conditions and protect downstream channels from potential erosion. Refer to Appendix G for Updated Geotechnical Recommendations.c Prepared By: 1Q March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) 4.2.b LID IMPs Sizing Criteria The Life Technologies (Non-Residential PDF) project will utilize LID design techniques. The LID design technique utilized is LID vegetated swales. Sizing criteria for the LID IMPs proposed for this project will be based on the "temporary" Countywide Model SUSMP (Draft), dated June 12, 2008, currently established for San Diego County (and co-permittees). "LID vegetated swales" do not need additional treatment because pollutants in rainfall and windblown dust will tend to become entrained in the vegetation and soils of landscaped areas, and do not need flow control measures because they are assumed to produce runoff less than or equal to the pre-project site condition. While these LID vegetated swales do not need LID IMPs/BMPs they do require inspection and maintenance to ensure that they are functioning properly. If properly inspected and maintained, these LID vegetated swales will cause little adverse impacts to storm water quality. The proposed project's "LID vegetated swales" are shown on the exhibit entitled, "Permanent Post-Construction BMP Plan for Life Technologies (Non-Residential PDF) Project located in the map pocket at the end of this report. 4.2.C Source Control BMPs The term "source control BMP" refers to land use or site planning practices, or structures that aim to prevent urban runoff pollution by reducing the potential for contamination at the source of pollution. Source control BMPs minimize the contact between pollutants and urban runoff. The following discussion identifies the source control BMPs from Section 2.3.3.2 of the SUSMP that are proposed for Life Technologies (Non-Residential PDF) project. Design Outdoor Material Storage Areas to Reduce Pollution Introduction There are no outdoor materials storage areas proposed for the project. Design Trash Storage Areas to Reduce Pollution Introduction There are no trash storage areas proposed for the project. Prepared By: 11 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) Employ Integrated Pest Management Principles Integrated pest management principles will be implemented as applicable to the Life Technologies (Non-Residential PDF) project. Use Efficient Irrigation Systems & Landscape Design Irrigation systems for the project will be designed to incorporate the following methods to reduce excessive irrigation runoff, which are described in the City SUSMP, where determined applicable and feasible: 1. Automatic rain shutoff devices to prevent irrigation during and after precipitation. 2. Irrigation systems will be designed per project's specific water requirements. 3. Flow reducers or shutoff valves triggered by a pressure drop will be provided to help avoid flow of water in the event of sprinkler breakdown. The irrigation system throughout the site will utilize the "efficient" methods described above. In addition, very drought tolerant plants are proposed for the planters throughout the site so that only very minimal irrigation can take place. This has been proposed because of the very poor soil quality as discussed previously. Provide Storm Drain System Stenciling and Signage Typical storm water stenciling and signage procedures will be provided for all storm drain inlets and catch basins within the project area. The project owner or the project owner's authorized representative will contact the City of Carlsbad prior to completing the construction of any inlets to determine the most current stenciling requirements and incorporate that stenciling at the inlets. The stencils and/or labels discouraging illegal dumping to the stormdrain system will be maintained to provide legibility. Prepared By: 12 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) 4.2.d Treatment Control BMPs The term "treatment control BMP" refers to any engineered system designed and constructed to remove pollutants from urban runoff. Pollutant removal is achieved by gravity settling, filtration, biological uptake, media adsorption, or any other physical, biological, or chemical process. Section 2.3.3.4 of the SUSMP provides a selection process for treatment control BMP selection. The following discussion identifies the treatment control BMPs proposed for Life Technologies (Non-Residential PDF) project. As discussed in Section 3.1.a, the project as a whole can be expected to generate: heavy metals, trash & debris, and oil and grease; the project as a whole also has the potential to generate sediments and nutrients. Tables 4 and 4.1 of the City SUSMP provide a guide to BMP selection. The applicable portions of Tables 4 and 4.1 are reproduced below. Table 4. Treatment Control BMP Selection Matrix Pollutants of Concern Coarse Sediment and Trash Pollutants that tend to associate with fine particles during treatment Pollutants that tend to be dissolved following treatment Bioretention Facilities (LID) High High Medium Settling Basins (Dry Ponds) High High Low Wet Ponds and Wetlands High High Medium Infiltration Facilities or Practices (LIU) High High High Media Filters High High Low High-rate biofilters High Medium Low High-rate media filters High Medium Low Trash Racks & Hydro- dynamic Devices High Low Low Source: Standard Urban Storm Water Mitigation Plan, 2008. Prepared By: Rick Engineering Company 13 March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) Table 4.1 Pollutants and Associated Particle Sizes Pollutant Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Bacteria Oil & Grease Pesticides Coarse Sediment and Trash X X Pollutants that tend to associate with fine particles during treatment X X X X X X X X Pollutants that tend to be dissolved following treatment X Source: Standard Urban Storm Water Mitigation Plan, 2008. Descriptions of each BMP category shown in Tables 4 are summarized below: Bioretention Facilities (infiltration planters, flow-through planters, bioretention areas, and bioretention swales) - Facilities are designed to capture runoff and infiltrate slowly through soil media which also supports vegetation. Bioretention facilities, except for flow-through planters, effectively promote infiltration into native soils. In clay soils, facilities may capture excess treated runoff in an underdrain piped to the municipal storm drain system. Typical criteria: an infiltration surface area at least 4% of tributary impervious area, 6-inch average depth of top reservoir, 18-inch soil layer, 12-inch to 18-inch gravel subsurface storage layer, including underdrain system. Although LID vegetated swales IMPs incorporate LID sizing criteria, and one lined and underlain by an underdrain system, these will offer small-scale treatment control benefits, and some retention. Settling Basins and Wetlands (extended detention basins, "wet" basins, decorative or recreational lakes or water features also used for storm water treatment, constructed wetlands) - Facilities are designed to capture a minimum water quality volume of 80% of total runoff and detain for a minimum of 48 hours. Some wetland designs have proven Prepared By: Rick Engineering Company 14 March 6,2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) effective in removing nutrients, but performance varies. Settling basins and wetlands have not been selected as a practicable treatment BMP for this project. • Infiltration Facilities or Practices (infiltration basins, infiltration trenches, dry wells, dispersal of runoff to landscape, pervious pavements). These facilities and landscape designs capture, retain, and infiltrate a minimum of 80% .of runoff into the ground. Infiltration facilities are generally only feasible in permeable (Hydrologic Soil Group A or B) soils. Volume and area of infiltration facilities depends on soil permeability and safety factor used. Typical criteria: Infiltration facilities should have pretreatment to remove silt to prolong life of the facility. A 10-foot vertical separation from average seasonal groundwater depth is required. Dispersal to landscape may be accomplished in any soil type and generally requires a maximum 2:1 ratio impervious: pervious and concave topography to ensure the first 1 inch of rainfall is retained. Due to the presence of expansive clays in the site's soils, infiltration facilities have not been selected as a practicable treatment BMP for this project. • Media Filters (sand filters) - Filters designed to treat runoff produced by a rainfall of 0.2 inches per hour (or 85l percentile hourly rainfall intensity) by slow infiltration through sand or other media. Typical criteria: Surface loading rate not to exceed 5 inches/hour. Entire surface of the sand must be accessible for maintenance. Media filters have not been selected as a practicable treatment BMP for this project. • High Rate Biofilters (tree wells, typically proprietary) - Biofilters with specially designed media to rapidly filter runoff while removing some pollutants. Filterra (proprietary version) recommends surface loading rates of up to 100 inches/hour. High Rate Biofilters have not been selected as a practicable treatment BMP for this project. • High-rate Media Filters (typically proprietary) - Filtration devices contain filter media that removes pollutants from runoff through absorption or adsorption. Filtration systems will consist of manufactured units of filter media contained within constructed vaults. Clearwater BMPs as well as a Baysaver Filtration Vault will be utilized to treat the Prepared By: \ 5 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) / pollutants of concern associated with the parking areas and driveways. These High-Rate Media Filters will be designed in accordance with the City's SUSMP and the Manufacturer's Specifications. The locations of these devices are shown on the exhibit titled, "Permanent Post-Construction BMP Plan for Life Technologies (Non-Residential PDP), located in Map Pocket 1. Calculations have been included in Appendix C. • Hydrodynamic Devices - Hydrodynamic devices are flow-through structures with a settling or separation unit that removes sediment and other pollutants. No outside power source is required because the energy of the flowing storm water allows the sediment to efficiently settle out. Hydrodynamic devices have not been selected as a practicable treatment BMP for this project. Pursuant to the above descriptions of each category of BMPs, LID-only vegetated swales and high rate media filters are the most suitable BMPs for the Life Technologies (Non-Residential PDP) project. '**«•*,*„.-- High rate media filters are expected to treat all anticipated pollutants generated from the project site at a medium to high level of removal efficiency (medium removal efficiency is expected for treatment of nutrients from project landscaping). Because of the poor soil conditions, none of the structural treatment control BMPs with higher pollutant removal efficiencies (bioretention facilities, settling basins, wet ponds and wetlands, infiltration facilities, and media filters) could be utilized because they all in one way or another require the flows to come in contact with the soil and filter through it, resulting in saturated conditions. Refer to Appendix G for Updated Geotechnical Recommendations. A Clearwater BMP high-rate media inlet filter will treat the pollutants of concern associated with the fire lane improvements on the northern portion of the site. A high-rate media filtration vault will treat the pollutants of concern associated with the parking expansion improvements southeast of the end of Van Allen Way. Our research for the Best Available Technology suggests that the Bay Saver high-rate media filtration vault will treat impervious surfaces to the Prepared By: \ g March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesU 5767\E\Studies\SWMP (2) maximum extent practicable. Refer to Appendix D for design calculations and specifications for this filtration vault. The locations of the LID-only vegetated swales and high rate media filters are shown on the exhibit titled, "Permanent Post-Construction BMP Plan for Life Technologies (Non-Residential PDP) PDF," located in Map Pocket 1. Numeric Sizing Treatment Standards High rate media filters are designed to treat flows based on numeric sizing criteria found in Section 2.3.3.4 of the SUSMP. Pursuant to numeric sizing criteria in the SUSMP, the flow of runoff produced from a 0.2 in/hr storm event shall be used to design to flow-based BMPs. The following equation was used to determine the treatment flow rate: • Flow: Q = CIA • 'Q' is the treatment flow rate in cubic feet per second (cfs), • 'C' is the weighted runoff coefficient for the drainage area, • T is the rainfall intensity in inches per hour (in/hr) [0.2 in/hr for water quality], and • 'A' is the drainage area in acres (ac). The calculations for the water quality treatment flow rates are included in Appendix C of this report. Product information for the high rate media filters is included in Appendix D. Prepared By: 1J March 6, 2009 Rick Engineering Company JDO:CA:sr:K:Job FilesM 5767\E\Studies\S WMP (2) 5.0 MAINTENANCE CONDITIONS Life Technologies (Non-Residential PDF) will ensure the ongoing maintenance for the permanent storm water BMPs proposed for the project. Life Technologies (Non-Residential PDF) will be responsible for properly disposing of waste material from their assumed areas within the project site, maintaining landscaping throughout those areas in a manner that will prevent soil erosion and minimize sediment transport, and maintaining drainage facilities located throughout the project area in a clean manner and in good repair. In addition, Life Technologies will be responsible for maintaining all post-construction BMPs. Typical Maintenance Procedures for Treatment Control BMPs The following treatment control BMPs require permanent maintenance: high rate media filters, underground detention pipe, and LID. The discussions below provide inspection criteria, maintenance indicators, and maintenance activities for the treatment control BMPs. High Rate Media Filters (e.g. Baysaver) Baysaver high rate media filters will be utilized to treat runoff from the proposed improvements on-site. Life Technologies will be responsible for the maintenance of the high rate media filters. Initially following the installation of new treatment control BMPs, it is important to check that they are functioning properly and measure the amount of deposition occurring from specific storm events. The Baysaver high rate media filter system should be inspected at least once a year and after major storm events. When the filters start to become saturated, they need to be replaced and the vault should be cleaned with a vacuum truck, or as recommended by manufacturer. Prepared By: Rick Engineering Company 18 March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) High Rate Media Inlet Filters (Clearwater BMPs) The frequency of maintenance required for the Clearwater Inlet Filter Inserts is site and drainage area specific, and therefore a record of these inspections and maintenance should be recorded and kept. Inserts should be inspected periodically to assure their condition is adequate to handle anticipated runoff. Initially following the installation of the Clearwater Inlet Filter Inserts, it is recommended by the manufacturer to check that the insert is functioning properly after every runoff event for the first 90 days. This inspection should ascertain that the unit is functioning properly (no blockages or obstructions to inlets), visually measure the amount of trash and debris accumulated in the trash collection nets, and the amount of fine sediment accumulated in the settling areas. The manufacturer recommends that the unit should be cleaned out whenever the primary settling chamber is 40% to 50% full; however, if floatables accumulate more rapidly than the settleable solids, a vactor truck may be used for their removal. At a minimum, these inspections should be made on a monthly basis and after every significant storm event (especially after longer periods of drying) to assure that the unit is functioning properly and to determine whether the inserts require servicing at that time. Based on the accumulated maintenance log documenting these inspections, it may be necessary to adjust the frequency of scheduled inspections and maintenance cleanings of individual sites. Also, cleanout of the units is recommended at the end of every rainfall season (early May) since there is a potential for odor generation due to the decomposition of material being collected and retained. The Clearwater Inlet Filter Insert service procedures include a number of steps. Namely, removing the manhole cover, and evaluating the Hydrocarbon Sock (sorbent material). Then removing trash and debris from the trash collector nets, while inspecting the condition of these nets and their associated brackets. Removing the replacing the filter canister, thoroughly vacuuming out the sediment areas of the individual units, closing the manhole cover, and finally recording the maintenance service into a log for future reference. Prepared By: \ 9 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) /" Underground Detention Pipe "*->.,. - The underground detention system is not intended as a treatment control BMP, however it will require maintenance. The underground detention pipe and adjacent cleanouts should require inspection, general maintenance and cleaning so it can remain free of litter, debris and sediment. LID Vegetated Swales The following are typical maintenance activities for LID vegetated swales to be performed routinely: • Mowing. Vegetation seed mix within the Vegetated Areas is designed to be kept short to maintain adequate hydraulic functioning and to limit the development of faunal habitats. • Removal of Debris and Sediment. Sediment, debris and trash, which threaten the ability of the vegetated areas to store or convey water, will be removed immediately and properly disposed of. '•"•aW • Erosion Repair. Repair eroded areas by applying a hydroseed mix with a soil stabilizer Inspection and Maintenance Frequency Typically, maintenance requirements are site and product specific, and will depend on the particular land use activities and the amount of gross pollutants and sediment generated within the drainage areas. The initial inspection and routine maintenance schedule for all of the proposed BMPs will be as discussed in details in the previous Section 5.0 (Maintenance Conditions). If it is determined during the regularly scheduled inspection and routine maintenance that the IMPs or BMPs require more frequent maintenance to remove accumulated sediment, trash or debris, it may be necessary to increase the frequency of inspection and routine maintenance. The Table below lists the BMPs to be inspected and maintained and the minimum frequency of S,^ inspection and maintenance activities. Prepared By: 20 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) Table 5. Summary Table of Inspection and Maintenance Frequency (Minimum) BMP High rate media filters Underground Detention Pipe LID Vegetated Swales Inspection Frequency Annual Annual As Needed Maintenance Frequency Replace filters: 3 years (approx.) Remove collected, litter and/or sediment as needed Mow LID vegetated swales as-needed. Remove debris and sediment as needed. Repair eroded areas as needed. Qualifications of Maintenance Personnel The LID IMPs and treatment control BMPs are features that are integrated into site layout, landscaping and drainage design. The typical maintenance activities for the IMPs/BMPs, discussed in detail in the previous Section 5.0 (Maintenance Conditions), can generally be accomplished by typical landscape maintenance personnel. However, maintenance of the high- rate media filters (Baysaver) and the high-rate media inlet filter (Clearwater BMP) may involve handing of potentially hazardous material; therefore, the maintenance operator must be trained in handling and disposing of hazardous waste. The contracting of additional services may be necessary if non-routine cleaning, disposal or repair is required for any of the project's proposed IMPs/BMPs. If evidence of illegal dumping of hazardous materials is identified in an IMP/BMP, the illegally dumped materials shall be cleaned up and property disposed of. Specialized clean up and disposal of illegally dumped hazardous materials may be outside of Life Technologies expertise. In this event, Life Technologies shall contract for additional cleaning and disposal services as necessary if non-routine cleaning and disposal is required. Recordkeeping Requirements Life Technologies (Non-Residential PDF) (Owner) is responsible to ensure implementation and funding of maintenance of permanent BMPs and shall maintain records documenting the inspection and maintenance activities. Parties responsible for the Operation and Maintenance (O & M) Plan shall retain records for at least 5 years. Prepared By: Rick Engineering Company 21 March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\SWMP (2) A copy of the Operation and Maintenance (O & M) Plan will be included in Appendix E of this SWMP. An Operation and Maintenance Plan outlining more detailed maintenance requirements will be included in our next submittal. Prepared By: 22 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) 6.0 SUMMARY This Storm Water Management Plan (SWMP) summarizes the post-construction storm water requirements for the Life Technologies (Non-Residential PDF) project. The project is located in the City of Carlsbad just north of Faraday Ave and west of College Boulevard. The project proposes to create a parking lot on a small portion of the Life Technologies (Non- Residential PDF) campus that is currently a mass graded pad. The majority of existing drainage boundaries and flow patterns will not change. The changes that are taking place are all contained on-site, and as a result the same areas are tributary to the same storm drain systems as in the pre- project condition. In both the pre-project and post-project condition, storm water runoff from the parking lot portion of the project site is conveyed across the site in a northerly direction before being tied into an existing storm drain system. This existing stormdrain system conveys the flows northerly along College Blvd before outletting into Agua Hedionda Creek and ultimately into Agua Hedionda Lagoon. There is also a portion of the campus that drains westerly along Faraday Ave, outlets into an unnamed tributary that ultimately discharges into Agua Hedionda Lagoon. For the purposes of post-construction storm water quality management, the project will follow the guidelines and requirements set forth in the City of Carlsbad's "Standard Urban Storm Water Mitigation Plan," adopted March 2008. Based on the NPDES Project Applicability Form, the project is a "Priority Project." The project proposes developing an existing mass graded pad into a parking lot, therefore, "Parking Lots" category shall be used to describe the anticipated or potential pollutants for the project. Based on the proposed land use, anticipated pollutants from the Life Technologies (Non-Residential PDF) project include heavy metals, trash & debris, and oil and grease. The potential pollutants include sediments, nutrients, oxygen demanding substances, and pesticides. Prepared By: 23 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) According to the "Water Quality Control Plan for the San Diego Basin," dated September 8, 1994, prepared by the SDRWQCB, the Life Technologies (Non-Residential PDF) project is located in the following hydrologic unit basin: Los Monos Subarea in the Agua Hedionda Hydrologic Area within the Carlsbad Hydrologic Unit. The corresponding hydrologic unit basin number designation is 904.31. The receiving waters for Life Technologies (Non-Residential PDF) project that are currently listed as impaired based on the 2006 303(d) List include: Agua Hedionda Creek and Agua Hedionda Lagoon. The pollutants/stressors causing impairments are manganese, selenium, sulfates, total dissolved solids, indicator bacteria, and sedimentation/siltation. Due to its associated priority project category, it is not anticipated that the project will be discharging any bacteria/viruses, sediments, or nutrients, so heavy metals is the primary pollutant of concern and will be treated with the high rate media filters. Since landscaping is proposed on-site, sediments and nutrients remain a potential pollutant of concern as well. The project will meet the intent of many aspects of low impact development as well as incorporate source control and treatment control BMPs, which are described in Section 4.0 of this report. The treatment control BMPs and high rate media filters (both inlet filter and filtration vault) were selected based on evaluation of all treatment control BMPs listed in the SUSMP as the most suitable treatment control BMP based on site constraints (e.g. very poor soils) and pollutant removal capability. The high rate media filters are expected to treat all anticipated pollutants of concern at a medium to high level of removal efficiency (medium removal efficiency is expected for treatment of nutrients from project landscaping). High rate media filters are designed to treat flows based on numeric sizing criteria from the SUSMP, the flow of runoff produced from a 0.2 in/hr storm event. Life Technologies (Non-Residential PDF) is the owner of the project and therefore will be responsible for maintenance of all permanent storm water BMPs. The following BMPs for the Life Technologies (Non-Residential PDF) project require permanent maintenance: high rate media filters (both inlet filter and filtration vault), as well as the underground detention pipe system. Prepared By: 24 March 6,2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\SWMP (2) APPENDIX A Development Application Storm Water Standards Questionnaire APPENDIX A STORM WATER STANDARDS QUESTIONNAIRE I INSTRUCTIONS: This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits). The results of the questionnaire determine the level of storm water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant, will result in the return of the development application as incomplete. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water Standards Questionnaire. To address pollutants that may be generated from new development, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Chapter 2 of the City's Storm Water Standards Manual. This questionnaire should be used to categorize new development and significant redevelopment projects as priority or non-priority, to determine what level of storm water standards are required or if the project is exempt. | 1. Is your project a significant redevelopment? Definition: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. Note: If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Table 3 of 2.3.3.4 applies only to the addition, and not to the entire development. 2. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. 21 SWMP Rev 6/4/08 SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: 1. Home subdivision of 100 units or more. Includes SFD, MFD, Condominium and Apartments 2. Residential development of 10 units or more. Includes SFD, MFD, Condominium and Apartments 3. Commercial and industrial development areater than 100. 000 sauare feet includina parking areas. Any development on private land that is not for heavy industrial or residential uses. Example: Hospitals, Hotels, Recreational Facilities, Shopping Malls, etc. 4. Heaw Industrial / Industry areater than 1 acre (NEED SIC CODES FOR PERMIT BUSINESS TYPES) SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 5. Automotive repair shop. SIC codes 5013, 5014, 5541 , 7532-7534, and 7536-7539 6. A New Restaurant where the land area of development is 5,000 sauare feet or more includina parkina areas. SIC code 5812 7. Hillside development (1) greater than 5,000 square feet of impervious surface area and (2) development will grade on any natural slope that is 25% or greater 8. Environmentally Sensitive Area (ESA). Impervious surface of 2,500 square feet or more located within, "directly adjacent"2 to (within 200 feet), or "discharging directly to"3 receiving water within the ESA1 9. Parkina lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff 10. Retail Gasoline Outfets - servina more than 100 vehicles per day Serving more than 100 vehicles per day and greater than 5,000 square feet 11. Streets, roads, drivewavs. hiahwavs. and freeways. Project would create a new paved surface that is 5,000 square feet or greater. 12. Coastal Development Zone. Within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. YES X NO 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and Count of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 "Directly adjacent" means situated within 200 feet of the environmentally sensitive area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. Section 1 Results: If you answered YES to ANY of the questions above you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3. If you answered NO to ALL of the questions above, then you are a NON-PRIORITY project and STANDARD requirements apply. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3. SWMP Rev 6/4/08 SECTION 2 SIGNIFICANT REDEVELOPMENT: 1 . Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) YES X NO If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 2. Is the project solely limited to one of the following: a. Trenching and resurfacing associated with utility work? b. Resurfacing and reconfiguring existing surface parking lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? d. Replacement of existing damaged pavement? X X X x X If you answered NO to ALL of the questions, then proceed to Question 3. If you answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 3. Will the development create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%? X If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY project requirements. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. SECTION 3 Questionnaire Results: MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITTAL AT TIME OF APPLICATION. MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Applicant Information and Signature Box This Bon for City Use Only Address: Assessors Parcel Numbers): Applicant Name: Applicant Signature: Applicant Title: Date: City Concurrence: By: Project ID: SWMP Rev 6/4/08 APPENDIX B Life Technologies (Non-Residential PDP) Hydrologic Location Map Hydrologic Location Map Filepath:R:\15767\GIS\15767_Hydrologic_Map_Exhibit.mxd Exhibit Date: July 16, 2008 REG JN: 15767-A 0 1,500 3,000 Data Sources: I SanGIS Assessor Parcels: April 200616'000 SanGIS Roads - February 20061 I Feet Landiscor Aerial Photo: January 2006 B™«BUNC COMPANY. APPENDIX C Treatment Flow Rate Calculations ^INHERING COMPANY I™ 5620 Friars Road San Diego, CA 92110-2596 Tel: (619)291-0707 Fax: (619) 291-4165 x^ 7 => Jilts Date Job No. Page Done By Checked By. Pj' * APPENDIX D Details for High Rate Media Filters & LID Vegetated Swales BAYSAVER TECHNOLOGIESJNC. Engineering Storrnwater Solutions BayFIIter™ Technical and Design Manual www. BayS aver, com BAYFILTKR™ SYSTEM Technical and Design Manual © BaySaver Technologies, Inc. 1302 Rising Ridge Road, Unit One Mount Airy, Maryland 21771 Phone 301-829-6470 • Fax 301-829-3747 Table of Contents INTRODUCTION .1 PRINCIPLES OF OPERATIONS Media Filtration 2 Mechanisms of Removal 2 The BayFilter™ Cartridge 2 The Drain Down Cartridge Filter 4 Performance Characteristics 5 Flow Through (Full Flow) Filtration Systems 5 Post Extended Detention Filtration Systems 5 DESIGN GUIDELINES FOR THE BAYFILTER™ SYSTEM 8 INSTALLATION OF THE BAYFILTER™ SYSTEM 24 Installation of a Manhole BayFiIter™...25 Installation of Precast Vault BayFilter™ 26 MAINTENANCE OF THE BAYFILTER™ SYSTEM 27 Maintenance Procedures 28 BAYFILTER™ SYSTEM COSTS AND AVAILABILITY 29 BAYFILTER™ DETAILED OPERATING SEQUENCE 30 GENERAL CHECKLIST FOR DESIGNING A BAYFILTER™ SYSTEM 36 Advantages and Disadvantages of System Configurations 38 BayFilter™ Treatment Train Design 8 «»,«...,... «.«.,.,..,«« An On-line and Off-line Systems 8 SYSTEM DRAWINGS 40 Pretreatment 9 Extended Detention Systems 10 Preparing Site Plans for the BayFilter™ System 11 Location ,, 11 Selecting the Number of cartridges 11 Required Data 12 Flow Capacity 12 Sediment Load Capacity 13 Jurisdictional Filter Requirements 14 Summary 15 BayFilter™ System Configuration 19 Manhole BayFilter™ , 19 Precast Vault BayFilter™ 21 Cast-in-place BayFilter™ 23 IAYSAVER TECHNOLOGIES, INC. Introduction Founded in 1997, BaySaver Technologies, Inc. is a manufacturer of stormwater treatment technologies. BayFilter™(1) is a stormwater filtration device designed to remove fine sediments, heavy metals, and phosphorus from stormwater runoff. BayFilter™ relies on a spiral wound media filter cartridge with approximately 43 square feet of active filtration area. The filter cartridges are housed in a concrete structure that evenly distributes the flow between cartridges. System design is offline with an external bypass that routes high intensity storms away from the system to prevent sediment resuspension. Flow through the filter cartridges is gravity driven and self-regulating, which makes the BayFilter™ system a low maintenance, high performance stormwater treatment technology. The BayFilter™ system has been extensively tested, and has consistently shown more than 80% removal of suspended sediment from influent water. The system also demonstrated the capability to remove more than 50% of the total phosphorus influent load, including a portion of the dissolved phosphorus. This manual provides detailed technical information on the BayFilter™ system including its capabilities and limitations. The manual describes the steps involved in designing a BayFilter™ system as well as the installation and maintenance requirements of the system. BaySaver Technologies is a complete stormwater solutions provider. We are always willing to assist design professionals to achieve the most efficient, economical systems for their clients and projects. Please call BaySaver Technologies Inc. Engineering Department at 1.800.229.7283 for assistance. W The BayFilter™ stormwater filtration system is protected by U.S. Patent #6869528, in addition to several pending patents. BAYSAVER TECHNOLOGIES, INC. Principles of Operation The BayFilter™ system removes contaminants from stormwater runoff via media filtration. This Technical and Design Manual describes the principles by which the BayFilter™ system works to improve the quality of the environment throughout the United States. Media Filtration Media filtration has long been used in drinking water and wastewater treatment processes. This technology has proven effective at removing sediments, nutrients, heavy metals, and a wide variety of organic contaminants. The target pollutants, hydraulic retention time, filter media, pretreatment, and flow rate all affect the removal efficiency of the filter. Mechanisms of Removal The BayFilter™ removes pollutants from water by two mechanisms: 1) interception/attachment and 2) adsorption. Interception occurs when a pollutant becomes trapped within the filter media. A sediment particle, for example, may be carried into the filter media by the water and become stuck in the interstices of the media. Such a particle will typically remain trapped within the media until the media is removed or the filter is backwashed. Attachment occurs when pollutants bind themselves to the surface of the filter media, and this happens primarily through adsorption. Adsorption is a surface process by which dissolved ions are removed from a solution and chemically bind themselves to the surface of the media. This occurs when the surface of the filter media particle contains sites that are chemically attractive to the dissolved ions. The BayFilter™ system uses a proprietary media containing activated alumina to enhance adsorption of anions such as phosphates. The BayFilter™ Cartridge The main building block of the BayFilter™ stormwater filtration system is the BayFilter™ cartridge (BFC), shown in Figure 1. The BFCs are housed in a structure which may be a vault, manhole or other structure. This structure contains the inlet and outlet pipes as well as an internal manifold that delivers treated water to the outlet of the BayFilter™ system. BAYSAVER TECHNOLOGIES, INC. INLET PLATE MEDIA SPIRAL #1 MEDIA SPIRAL *2 INLET DRAINAGE MATERIAL OUTLET DRAINAGE MATERIAL POLYMER SEAL | | OUTLET PIPE §AIR RELEASE VALVE |«i FLDV CONTROL ORIFICE FILTER LEGS- -26,00"- FICE f~C-uo>~\_ TJfrT.tfBB-^ , „ \ \ ,* • V w lil- 4/ j v Y [_ Kjl ' ^• | 1 t£ r~"^ ^ J~ , 1 ' *~***,K~- "-- v . / x x xx x xx if5 rrti !»Tg OUTLET CHAMBER x x 1' > ? ^5//<//ttt//ftt ^r "^* \28, OUTLET j ) COLLECTION VMANIFOLD J 75 Stormwater runoff enters the manhole or concrete structure via an inlet pipe and begins to fill the structure. An energy dissipator at the vault inlet slows the influent water and allows coarse sediments to settle within the structure. When the water surface elevation in the vault/manhole reaches operating level, water flows through the BFC driven by a hydrostatic head. Within the BFC, the water flows through a proprietary filter media and drains via a vertical pipe. The vertical drain is connected to the underdrain system which conveys filtered water to the outfall. During a typical storm event, the BayFilter™ system has four cycles: 1. Vault fill and air release; 2. Uniform bed load hydrodynamic filtration; 3. Uniform bed load siphon filtration; and BAYSAVER TECHNOLOGIES, INC. 4. Siphon break and hydrodynamic backwash. A detailed depiction of the BFC operating sequence is given in Appendix A. Each BayFilter™ Stormwater Treatment System will include a number of standard BFCs and one or more drain down filter cartridges depending on site conditions. The drain down cartridge which has a flow capacity of 1 gpm, will allow the manhole/vault to empty after the siphon has broken and the standard BFCs are no longer operating. The drain down filter cartridge prevents the system from retaining standing water between storm events, thereby reducing the chance of mosquitoes or other disease vectors breeding within the system and preventing the system from becoming anaerobic during dry periods. This cartridge also uses the same media as the BFC and has a removal efficiency in excess of 90 percent. -26,00"- SOLID PLATE MEDIA SPIRAL *1 MEDIA SPIRAL *£ DRAINAGE MATERIAL |//| OUTLET DRAINAGE K./ A MATERIAL | ] OUTLET PIPE ! POLYMER SEAL DRAIN DOWN FLDW Figure 2: Drain Down Cartridge BAYSAVER TECHNOLOGIES, INC. '»»«,»„ Performance Characteristics The BayFilter™ has been extensively tested in the laboratory. This testing has been carried out using SIL-CO-SIL 106 as a sediment source. SEL-CO-SIL 106 is a silica product containing approximately 90% fine sediments (d^ = 23 microns), and is widely accepted as a sediment source for stormwater simulations by regulatory agencies such as the Washington State Department of Ecology (TAPE) program, New Jersey Department of Environmental Protection (TARP), as well as other leading agencies. The BFC needs only 28" of depth of water to begin full flow operation. Once the full flow operation has been achieved, the BFC will operate to a depth of 6" at which time the siphon will break and the system will backwash. At this point the only flow is from the drain down cartridge which will drain the vault to a depth below 1". Each BFC has a maximum nominal flow of 30 gpm. At this flow, each cartridge can treat 150 Ibs of the total sediment load before maintenance. In addition, through the use of different size flow control orifice(s), the BFC flow is regulated. As the flow is lowered, the treated sediment load increases. For example, when the flow is lowered to 15 gpm, the cartridge is able to treat 300 Ibs of the total sediment load before maintenance. A chart of the flows and total sediment loads can be found on Table 1. Flow Through (Full Flow) Filtration Systems These systems are used in situations where a certain flow rate must be treated. Usually these are smaller projects where extended detention is either not feasible or not required. The treatment flow rate must be determined by the engineer. From this, the minimum number of BFCs is very simple to determine. Usually full flow systems require a large number of cartridges and because of this the maintenance cycles may be longer but more costly. The life of the cartridges can further be extended through the use of pretreatment with a BaySeparator™. For these systems, use 30 gpm design flow per BFC for treated sediment loads up to 150 Ibs. To use higher cartridge sediment loads of up to 300 Ibs per BFC, see Table 1 for the appropriate flow-load relationships. A minimum head of 40" (for full flow) is required, as measured from the floor, to achieve the 30 gpm and the target sediment removal Higher sediment loads can be achieved by including pretreatment of the stormwater. Consult BaySaver Technologies, Inc. Engineering Department for more information. Post Extended Detention Filtration Systems These systems are used as a final measure of water treatment after it has been detained. In this configuration the BayFilter™ system acts also as the controlled release mechanism for the extended detention system. BAYSAVER TECHNOLOGIES,N C . Since these systems usually release and treat the water at relatively slow rates, the most common configuration for the BayFilter™ system is to control the flow below 15 gpm, which accommodates 300 Ibs per cartridge of treated sediment load. In many cases to accommodate the total annual sediment load of the system, in a post extended detention application, the BFC flow rate will be between 5 and 10 gpm. The sediment capacity will usually be the limiting factor in these applications. As can be seen from Table 1, the design flow rate is determined by the target amount of solids to be removed. For example, if the designer's goal is to treat a cartridge sediment load of 150 Ibs at 80% efficiency, the design flow rate would be approximately 30 gpm (0.067 CFS) per BFC. In another case, if the engineer is targeting a much heavier cartridge sediment load of 250 pounds; the design flow rate per BFC would then be 20 gpm (0.045 CFS). The different sediment removal/design flow rate relationships are achieved with minimum total heads of 40 inches as measured from the floor level, where the BFCs are installed (shown in Table 1). Consult BaySaver Technologies, Inc. Engineering Department for more information. At each design flow rate the BayFilter™ cartridge will achieve a suspended sediment removal efficiency of over 80% at the rated flow rate. This 80% sediment removal efficiency is based on laboratory testing using the SIL-CO-SIL 106 sediment gradation. The BayFilter™ cartridge has the capability to remove 50% of the total phosphorus load since most of the total phosphorus is typically found in particulate form. Consult the BaySaver Technologies, Inc. Engineering Department for project specific information and details regarding phosphorus removal requirements since they may vary considerably from site-to-site. Table 1 Design Guidelines for BayFilter™ Cartridges BaySaver Technologies, Inc. Design Flow per BFC- gpm Nominal 30 23 20 15 Treated Sediment Load for 80% Sediment Removal - Lbs 150 200 250 300 Total System Head at Design Flow - Inches 40 40 40 40 (*) Sediment with dso = 23 microns Other key operating parameters of BayFilter™ systems include: 1. Minimum head for the BFC to begin full flow is 28"; BAYSAVER TECHNOLOGIES, INC. 2. Minimum head for the BFC to operate after full flow is 6" (below the head the siphon will be broken); 3. Minimum water level for DDC operation is approximately 1"; and 4. Full flow head is at 40". BAYSAVER TECHNOLOGIES, INC. of the The BayFilter™ system requires periodic maintenance to continue operating at the design efficiency. The maintenance process comprises the removal and replacement of each BayFilter™ cartridge and the cleaning of the vault or manhole with a vacuum truck. BayFilter™ maintenance should be performed by a BaySaver Technologies, Inc. certified maintenance contractor. The maintenance cycle of the BayFilter™ system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, it is possible that the maintenance cycle could be more or less than the projected duration. When a BayFilter™ system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement should also be considered when sediment levels are at or above the level of the 4 collector pipes to the manifold. Please contact the BaySaver Technologies Inc. Engineering Department for maintenance cycle estimations or assistance at 1.800.229.7283. 27 BAYSAVER TECHNOLOGIES, INC. Maintenance Procedures 1. Remove the manhole covers and open all access hatches. 2. Before entering the system make sure the ak is safe per OSHA Standards or use a breathing apparatus. Use low O^, high CO, or other applicable warning devices per regulatory requirements. 3. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 4. Using a small lift or the boom of the vacuum truck, remove the used cartridges by lifting them out. 5. Any cartridges that cannot be readily lifted can be slid along the floor to a location where they can be lifted via a boom lift 6. When all cartridges are removed, remove the balance of the solids and water; then loosen the stainless clamps on the Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Fernco's and rinse the floor removing the balance of the collected solids. 7. Clean the manifold pipes, inspect, and reinstall. 8. Install the exchange cartridges and close all covers. 9. The used cartridges must be sent back to BaySaver Technologies, Inc. for exchange/recycling and credit on undamaged units. 28 WHAT IS YOUR NPDES COMPLIANCE CRITERIA? Typical Street Right-of-way for: ClearWater BMP Treatment Capacity Rainfall Intensity, R.O.W. Treatment Inches/Hr Capacity, Acres 0.20 2.5 10 1 .25 2.0 1 1 0.50 1.0 1 o. 1 °- 75 67 | 1.0 | 0.50 treatment capacity = 200 gpm before flow bypassing occurs .46 cfs ClearWater BMP Design Consideration Feature Specifications Benefits Targeting Urban Retrofit and New Development:'Impervious surface runoff capture and treatment area equivalent. Filters up to 1.5* of rain per hour. At .50" of rain per hour unit can handle 43,560 square feet of drainage (1 acre). Conserves land for other uses; optimizes land use where space is at a premium, e.g., urban retrofit. Fiow Thru Design Limits: Continuous flow-thru design limit 200 gpm (based on a 5/8" weir opening)Exceeds NPDES criteria for first flush", . Overflow flow-thru to flood system 250 gpm (based on a VC weir opening)No clogging of stormdrains. Primary Chamber Capacity'Coarse Settling 5.5 cf capacity Cover and Back-panel Baffle ensures that it never scours/re- suspends sediments. Secondary Chamber Capacity Fine Settling V*" to 5/8" submerged neck-down between chambers ensures stilling and sedimentation. Final Chamber Soluable Filtering Soluable Filtration including Bacteria. Filter Media: • Periite-zeolite mix • AbTec panel smart sponge (option) • Rubberizer oil-sock » Fish Filter pad Targeting: • Metals, emulsified hydrocarbons, organics (chlorine, ammonia) • Pathogens • Floating hydrocarbons • Larger diameter suspended solids Pollution reduction at/near the source. Removal efficiencies: 97% TSS. 86% Oil and Grease (O&G), 81% for lead (Pb), 83% for Zinc (Zn). Satisfactory rates for heavy metals in solution. Maintenance Requirements: » Filter media • Sediment removal As required. Can be done from the curb using shop vac and generator or pumper truck. Does not require sophisticated system. Is accessed from the curb. Fabrication Materials .304 gauge stainless steel. 16 GA Won't corrode. Outside Dimensions 30" wide; 30" high at rear-tapers to 20 at front, 34" front to back including trash hoops and nets. Assembly Assembles inside existing drain box.Can be retrofitted to older systems if box is large enough. Narrower Model is available. Mosquito Free Self-draining Presents no health hazard. Water Capture: 100% (at 200 gpm with 5/8" weir opening) Design brings all water through the system; water tight seals between wail of drain box and niter. Treats all water, captures all trash. 2259 Lone Oak Lane - Vista, CA 92084 800-578-8817 Storm Drain Inlet Filter Insert The Contractor shall furnish all labor, materials, equipment, and incidentals required and perform all operations in connection with the installation of storm drain inlet filter inserts in accordance with the design shown on the Contract Drawings and as specified herein. Product Filter insert system shall provide a multiple-stage treatment process to filter storm water flow, remove trash and debris, settle paniculate matter, remove lead and zinc, plus absorb and retain hydrophobic hydrocarbon materials. Capacity Filter insert system shall have treatment flow capacity of 200 gallons/minute. By-pass capacity shall be at 200 gallons/minute or greater. Filter insert system shall provide 5.5 cubic feet or more of storage for filtered solids material. Trash and debris shall be 4.5 cubic feet or greater. Filter Media Filter insert shall provide filter media to target finer solids and dissolved pollutants in storm water. Filter media shall comprise a column of porous media of various types. Fabrication Filter insert system shall be fabricated with of 304 stainless steel @ 16 gauge Drainage Filter insert system shall be self-draining. installation For retrofit of existing inlets, filter insert system shall assemble inside existing drain box and must be accomplished without additional excavation or concrete modification where feasible. Treatment Performance Filter insert system shall have minimum removal efficiencies of at flow rate of 64 gpm as stated below: Constituent TSS Oil and Grease Lead(Pb) Zinc (Zn) Removal Efficiency 90% 80% •80% 80% Manufacturer Filter insert system shall be ClearWater® or equivalent, as manufactured by: ClearWater Solutions 2259 Lone Oak Lane Vista, CA 92084 800-578-8817 Alternative Systems Alternative filter insert system or materials must be pre-approved in writing by the Engineer prior to bid date. Alternative material packages must be submitted to the Engineer a minimum of fifteen (15) days prior to bid date. Submittal packages must include, as a minimum, the following: 1. Laboratory testing and associated engineered calculations quantifying the hydraulic capacity (treatment flow rate capacity and flow-through capacity) of the proposed alternative system. Alternative systems that cannot document hydraulic capacity as stated in "Capacity" above will not be accepted. 2. Independent laboratory testing quantifying the treatment performance of the proposed alternative system at treatment flow rate of 64 gpm for the following constituents: TSS, Oil and Grease, Lead (Pb), and Zinc (Zn). Alternative systems that cannot document removal efficiencies as stated in "Treatment Performance" above will not be accepted. 3. Documentation regarding the capacity, type of filter media, and installation method for the alternative system. Alternative systems that cannot satisfy specifications outlined in "Capacity", "Filter Media", and "Installation" above to the satisfaction of the Engineer will not be accepted. MAINTENANCE GUIDELINES For the ClearWater® BMP 01 UNIT INTRODUCTION The ClearWater BMP unit is an important and effective component of your storm water management program and proper operation and maintenance of the unit is essential to demonstrate your compliance with local, state, and federal water pollution control requirements. This is a patent-pending multi-media filtration design combined with pre-settling sedimentation containment and over flow by-pass protection. Water flow enters the unit and is directed into a pre-settling sedimentation chamber that collects heavy sediments and debris passing through the cover. Large trash and debris flow over the top into mesh trash baskets. The second and third sedimentation chamber is entered by the water flow to further settle lighter materials. The cleaner water then encounters the media filters. The media is a special blend of Perlite, Zeolite, and Activated Carbon that filters out a variety of organics, metals, and other contaminants from the runoff. Water then passes through the front of the treatment chamber into the catch basin. A properly maintained unit will achieve substantial reductions of contaminants from entering surface waters. To accomplish this, the filtration chamber is designed to handle 110 gpm through the media chamber, effectively handling up to 1" of rain per hour in a properly designed drain. Units strategically placed downstream from "hot spots" such as gas stations, parking lots and other industrial/commercial sites containing higher contaminate loadings, give municipalities and businesses an effective tool for reducing pollutants. CWS CLEANOUT The frequency of cleaning the CWS unit will depend upon the generation of trash and debris and sediments in your application. Cleanout and preventive maintenance schedules will be determined based on operating experience unless precise pollutant loadings have been determined. The unit should be periodically inspected to determine the amount of accumulated pollutants and to ensure that the cleanout frequency Is adequate to handle the predicted pollutant load being processed by the CWS unit. NEW INSTALLATIONS Check the condition of the unit after every runoff event for the first 90 days. The visual inspection should ascertain that the unit is functioning properly (no blockages or obstructions to inlet), measuring the amount of solid materials that have accumulated in the trash collection nets and the amount of fine sediment accumulated In the settling areas. Schedules for inspections and cleanout should be based on storm events and pollutant accumulation. ONGOING OPERATION During the rainfall season, the unit should be inspected at least once every 60 days. The floatables should be removed and the settling areas cleaned when the primary settling chamber is 40%-50% full. If floatables accumulate more rapidly than the settleable solids, the floatables could be removed using a vactor truck. The trash baskets may need to be emptied more often, depending on the accumulation of larger trash and debris. Cleanout of the CWS unit at the end of a rainfall season is recommended because of the nature of pollutants collected and the potential for odor generation from the decomposition of material being collected and retained. USE OF SORBENTS The addition of sorbents is a unique enhancement capability special to CWS units, enabling increased oil and grease capture efficiencies beyond that obtainable by conventional oil baffle systems. RECOMMENDED OIL SORBENTS The sorbent boom material should be replaced when it is fully discolored and hard from absorbing hydrocarbons. The sorbent may require disposal as a special or hazardous waste,'but will depend on local and state regulatory requirements. CLEANOUT AND DISPOSAL A vactor truck is recommended for cleanout of the CWS unit and can be easily accomplished in less than 15 minutes for most installations. Standard vactor operations should be employed in the cleanout of the CWS unit Disposal of material from the CWS unit should be in accordance with the local municipality's requirements. Disposal of the decant material to a POTW is recommended. Field decanting to the storm drainage system is not recommended. Solids can be disposed of in a similar fashion as those materials collected from street sweeping operations and catch-basin cleanouts. CONFINED SPACE The ClearWater Solutions unit is in a confined space environment and only properly trained personnel possessing the necessary safety equipment should enter the unit to perform maintenance or inspection procedures. Inspections of the components and maintenance procedures can, in most cases, be accomplished, without confined space entry, through manhole access or directly through the curb inlet. RECORDS OF INSTALLATION AND MAINTENANCE ClearWater Solutions, Inc. recommends that the owner maintain annual records of the operation and maintenance of the CWS unit to document the effective maintenance of this important component of your storm water management program. The attached Installation and Maintenance Record form is suggested and should be retained for a minimum period of three years. 2259 Lone Oak Lane - Vista. CA 92084 - 760-598-2545 - fax 760-598-1371 800-758-8817 - toll free www.clearwaterbmp.com Rick Engineering 5620 Friars Rd. San Diego, CA 92110 Attn: Markus Mohrle In response to your recent inquiry regarding filter media selection and the targeted pollutant removal, I would like to provide the following design considerations Clearwater has targeted from the inception of our device. Device Operation Our design is relatively simple but is capable of producing complex removal results due to the process methods we use to clarify the stormwater. This device is categorized as a multi-chambered treatment train with filtration. The device first targets trash and debris, larger than 3/4" by removing it from the flow. The primary settling area has a baffle to reduce turbulents and 3/8" openings to keep floatables from moving forward. The flow forward happens underwater to reduce turbulents and to increase settling. The flow over the final weir will then enter the course sheet filter, and finally the filtration media. By using these steps to settle the stormwater, we physically remove pollutants from the flow, thus reducing the potential for fowling of the filter and media. This process provides the cleanest possible water to the actual filtration section of the device. Selection of Filter Media The "standard media mix" mix is layers of media from top to bottom. Granulated Active Carbon is first, then the Zeolite, and finally Perlite. The GAC helps to reduce gases, primarily chlorine, but also acts to remove some pesticides, some nitrates, and phosphorus. This is only at moderate levels as these are the most difficult constituents to remove at high rates as they typically remain in solution. The Zeolite is targeted toward the heavy metals and organics as well as assisting in emulsified hydrocarbons within the flow. Finally, the Perlite is targeted for emulsified hydrocarbons, heavy metals and organics, and remaining particulates. The Zeolite and Perlite actually induce ion exchanges to remove these pollutants. They were also selected for their lightweight and porosity to help maintain position in the flow and increased surface area to remove and retain pollutants. The design of the Clearwater Solutions device was developed over 6 years of engineering and testing. Various types, styles, sizing of each of the media were selected, analyzed, tested to arrive at the "standard media mix" offered normally with the device. We represent our device with capabilities targeting of specific pollutants by tailoring the media within a device. This may be with other available media or the blending of existing media. In the near future will be media or materials to remove or kill bacteria and pathogens within the device we currently offer. Some initial testing is underway and more will be starting with the City of Los Angeles in September 2006-2007. If you have any further questions or comments please don't hesitate to call. Sincerely, Joe Arthur Clearwater Solutions, Inc. 951-315-7777 cell INSTALLATION - INSPECTION - MAINTENANCE COSTS OUTLINE For the ClearWater BMP 01 Site Requirements - This device was designed for both new construction and retrofit to existing structures. This device was designed for use in a common Type B curb inlet structure with various wing length or configurations. Actual requirement for interior space is a minimum of 4' x 4' within the body of the inlet. Device is 30" in height and consideration for the height of required piping both into and out of the structure is essential. Device Cost - Pricing on the device is currently set at $3295.00 ea Additional Part / Pieces - Pricing on Diverter and Brackets $ 255.00 ea Only required if inlet opening exceeds 4' Installation Costs - Installation $ 400.00 ea Inspection Costs - Inspection includes unit review of $ 170.00 ea sediment levels, trash / debris, check hydrocarbon boom, . condition of filters and media. Maintenance Costs - Maintenance includes vacuum removal $ 458.50 ea of sediment, remove trash and debris, replace hydrocarbon boom, replace sheet filters and both media filters. Plus necessary proper disposal sediment & spent maintenance materials. Monitoring - CSI can assist with monitoring apparatus and $ TBD will have to evaluate each requirement or situation as program rolls forward. It should be noted that variations in actual sites has a significant impact on the maintenance cycles. Based on the history of the San Diego area and its relative rain fall we have experienced the following intervals regarding maintenance and its relative costs. The start of Southern CA water years is October 1 to Sept 30 the following year. The devices should be maintained to the original level prior to the start of the water year. Inspections should occur at a minimum of quarterly more frequently in the outset to determine actual pollutants and removal loads. CSI expects to have full filter and media changed a minimum 1 time annually. To help establish an effective maintenance cycle an inspection should take place at 5-7" of recorded rainfall regardless of the days or month gone by. Based on the above information, a minimum total of 3 inspections at $ 170.00 or $510.00 for Inspections and $458.50 for Maintenance. Clearwater Solutions, Inc., is one company who has the capabilities to offer a complete line of products and services to maintain client compliance for NDPES. We offer the BMP devices, installation services, inspection services, maintenance services, and monitoring services. The above pricing information should be quite competitive in all aspects - the devices and or services offered. These prices are also based on a minimal amount of units and would be adjusted if the quantities are higher and given geographic areas are within reason. Clearwater Solutions, Inc., hopes to develop client partners with the necessary desire to lead the industry in all aspects of stormwater runoff and filtration. CSI intends to assist its client partners in all aspects of devices, installs, maintenance, monitoring, recordkeeping and GIS/GPS locating inlets and devices. Partnering in the "Pollution Solution for Now & the Future". s, „ MAINTENANCE PROCEDURES OUTLINE For the ClearWater BMP 01 1. Primary Items Requiring Maintenance A. Remove cover with hydrocarbon sock B. Remove Trash Collector brackets and nets C. Remove complete Filter Canister 2. Check Hydrocarbon Sock A. Check for full absorption or not. Replace if hard when squeezed B. Reuse or dispose and replace 3. Remove Trash Collector brackets and nets A. Remove trash and debris from nets B. Check condition of collection nets and clips 4. Vacuum the sediment areas of unit thoroughly 5 Remove Filter Canister complete A. Replace primary Filter Matt (Blue) B. Remove media filter bag dispose and replace ClearWater Solutions Installation and maintenance record Owner Address Owner representative Date of Install Model*Serial # CWS Installation Staff / others Site Location Media Types and Levels Unit Modifications Accessories Inspections: Date / Inspector Visual Trash Collection Sediment Volume Sorbent Condition Comments: Cleanout: Date /Agent Trash Collection Primary Filter Media Filter Hydrocarbon Boom Comments: 48.00 (30,33) MOUNT VING DN LH SIDE DR RH SIDE AS NEEDED- (48.00) (14.75) (29.9) ITEM ND, 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 PART NUMBERbvsoi-oi:woi-02-oi:voi-03pvoi-io tWOl-04 tVDl-08 LV01-07 ?IGHT SIDE MIRROR :voi-n uWOl-05:voi-is:woi-o6 lex Finished Bolt AI:vsoi 23.4 IRASH BAb HUL1ILKi/? :V01-02-02 DESCRIPTION BASE PLATE BACK PLATE LEF" SIDE FRONT PANEL BAFFLE WALL FILTER CARTRIDGE FILTER CARTRIDGE RIGHT SIDE WING ASSEMBLY HEAD WALL FRAME ASSEMBLY TOP COVER ANCHOR BOLT SLEEVE ILLUSTRATION ONLY BACK PLATE FIN QUANTITY 1 1 1 1 1 1 1 1 1 1 1 1 4 5 1 2 TITLXi BMP-01 ivi (fi CV01A BMP - 01 VERSION 7 MDUNT WING DN LH SIDE PR RH SIDE AS NEEDED. lOOOOOOOOOtMlOOifflBOOi] ILUSTMT™ CH.Y 48.00 1932 10 10$ (48,00) 3435 0.63) MOUNT WING ON LH SIDE OR RH SIDE AS NEEDED TIC lYOIMklflM CWTAWEI IN milnwm; K i« an navin crQ.OWATW SOLUTIWI, WC . Ufl BMP-03 BMP03 BMP - 01 VERSION 7 The County of San Diego LID Appendix Fact Sheet 4. Vegetated Swale / Rock Swale - Hatch or orifice IMt wter Iwel^ natiwe soil \ native sol withvegotatwc cower Vegetated / rock swales are vegetated or rock lined earthen channels that collect, convey, and filter site water runoff and remove pollutants. Swales are an alternative to lined channels and pipes; configuration and setting are unique to each site. CHARACTERISTICS • If properly designed and maintained, swales can last for at least 50 years. • Can be used in all soil types, natural or amended. • When swales are not holding water, they appear as a typical landscaped area. • Water is filtered by vegetation/rocks and pollutants are removed by infiltration into the subsurface of the soil. • Swales also serve to delay runoff peaks by reducing flow velocities. APPLICATION • Swales are most effective in removing coarse to medium sized sediments. • Parking lot medians, perimeters of impervious pavements. • Street and highway medians, edges (in lieu of curb and gutter, where appropriate). • In combination with constructed treatment systems or sand filters. DESIGN • Vegetation of each swale is unique to the setting, function, climate, geology, and character of each site and climatic condition. • Can be designed with natural or amended soils, depending on the infiltration rate provided by the natural condition versus the rate needed to reduce surface runoff. • Grass swales move water more quickly than vegetated swales. A grass swale is planted with salt grass; a vegetated swale is planted with bunch grass, shrubs or trees. • Rocks, gravel, boulders, and/or cobbles help slow peak velocity, allow sedimentation, and add aesthetic value. Final -36- 12/31/2007 The County of San Diego LID Appendix **"•" • Pollutant removal effectiveness can be maximized by increasing residence time of water in swale using weirs or check dams. • Swales are often used as an alternative to curbs and gutters along roadways, but can also be used to convey stormwater flows in recreation areas and parking lots. • Calculations should also be provided proving the swale capable of safely conveying the 100-year flow to the swale without flooding adjacent property or infrastructure. • See County of San Diego Drainage Design Manual for design criteria, (section 5.5) http://www.sdcountv.ca.gov/dpw/docs/hvdrologymanual.pdf MAINTENANCE • Swale maintenance includes mowing and removing clippings and litter. Vegetated swales may require additional maintenance of plants. • Periodically remove sediment accumulation at top of bank, in swale bed, or behind check dams. • Monitor for erosion and reseed grass or replace plants, erosion control netting and mulch as necessary. Fertilize and replace vegetation well in advance of rainy season to minimize water quality degradation. • Regular inspections and maintenance is required during the establishment period. LIMITATIONS • Only suitable for grades between 1% and 6%; when greater than 2.5% should be paired with weir or check dam. • "Turf swales will commonly require irrigation and may not meet State water conservation goals. • Irrigated vegetation is not appropriate in certain sites. Xeriscape techniques, natural stone and rock linings should be used as an alternative to turf. • Wider road corridors may be required to incorporate swales. • Contributing drainage areas should be sized to meet the stormwater management objective given the amount of flow that will be produced. • When contributing flow could cause formation of low-flow channel, channel dividers must be constructed to direct flow and prevent erosion. ECONOMICS • Estimated grass swale construction cost per linear foot $4.50-$8.50 (from seed) to $15-20 (from sod), compare to $2 per inch of diameter underground pipe e.g., a 12" pipe would cost $24 per linear foot). • $0.75 annual maintenance cost per linear foot REFERENCES • CALTRANS - Storm Water Handbook (cabmphandbooks.com) • For additional information pertaining to Swales, see the works cited in the San Diego County LID Literature Index. Final -37- 12/31/2007 Vegetated Swale TC-30 Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stonnwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about 10 inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages • If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. Design Considerations • Tributary Area • Area Required • Slope • Water Availability Targeted Constituents 0 Sediment A 0 Nutrients • 0 Trash • 0 Metals A 0 Bacteria • 0 Oil and Grease A 0 Organics A Legend (Removal Effectiveness) • Low • High A Medium January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com lof 13 TC-30 Vegetated Swale • Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations • Can be difficult to avoid channelization. • May not be appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. • A thick vegetative cover is needed for these practices to function properly. • They are impractical in areas with steep topography. • They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. • In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. .-•' ' Design and Sizing Guidelines *** • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks hi slope. • Swales constructed in cut are preferred, or hi fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations m Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. • Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. • If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. • Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, B.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 50 percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table l). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study Caltrans 2002 Goldberg 1993 Seattle Metro and Washington Department of Ecology 1992 Seattle Metro and Washington Department of Ecology, 1992 Wang et al., 1981 Dorman et al., 1989 Harper, 1988 Kercher et al., 1983 Harper, 1988. Koon, 1995 TSS 77 67-8 60 83 80 98 87 99 8l 67 TP 8 4-5 45 29 - 18 83 99 17 39 TN 67 - - - - - 84 99 40 - NOs 66 31-4 -25 -25 - 45 80 99 52 9 Metals 83-90 42-62 2-16 46-73 70-80 37-81 88-90 99 37-69 -35 to 6 Bacteria -33 -100 -25 -25 - - - - - - Type dry swales Brassed channel grassed channel grassed channel dry swale dry swale dry swale dry swale wet swale wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection Criteria (NCTCOG, 1993) m Comparable performance to wet basins • Limited to treating a few acres • Availability of water during dry periods to maintain vegetation • Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/srds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than 100 feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stomnwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: • Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. • Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. • Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per ft2, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com r TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Component Mobilization / Demobilization -Light Site Preparation Clearing19 Grubbing8 General Exeavatiorf1.... Level and Till" Sites Development Salvaged Topsoil Seed, and Mulch1.. So<P Subtotal Contingencies Total Unit Swale Acre Yd3 Yd* Yd5 Yd3 „ Swale -- Extent 1 n <; 0.25 372 1,210 1,210 1 210 - 1 _ Low $107 O 90fl $3,800 $2.10 $0.20 $0.40 $1.20 - 25% - Unit Cost Moderate $274 «•> pnn $5,200 $3.70 $0.35 $1.00 $2.40 - 25% - High $441 4fi4nn $6,600 $5.30 $0.50 $1.60 $3.60 - 25% - Low $107 $1 1(W $950 $781 $242 $464 $1,452 $5,116 $1,279 $6,395 Total Cost Moderate $274 *1 son $1,300 $1,376 $424 $1,210 $2,904 $9,388 $2,347 $11.735 High $441 *77O(1 $1 ,650 $1.072 $605 $1,936 $4356 $13,660 $3,415 $17X575 Source: (SEWRPC, 1991) Note: Mobilization/Uemobilization refers to the organization and planning involved in establishing a vegetative swale. ' Swale has a bottom width of 1.0 foot, a top width of 10 feet with 1:3 side slopes, and a 1,000-foot length. 0 Area cleared = (top width +10 feet) x swale length. c Area grubbed = (top width x swale length). "Volume excavated = (0.67 x top width x swale depth) x swale length (parabolic cross-section), * Area tilled = (top width + B(swale depth*! x swale length (parabolic cross-section). 3(top width) 'Area seeded = area cleared x 0.5. » Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale r TC-30 Table 3 Estimated Maintenance Costs f SEWRPC. 1991) Component Lawn Mowing General Lawn Care Swale Debris and Utter Removal Grass Reseeding with Mulch and Fertilizer Program Administration and Swale Inspection Total Unit Cost $0.85 /1,000ft3/ mowing $9.00/1, 000 ft5/ year $0.10 /linear foot /year $0.30 /yd2 $0.15 /(near feat /year, plus $25 / inspection - Swale Size (Depth and Top Width) 1.5 Foot Depth, One- Foot Bottom Width, 19-Foot Top Width $0.14 /linear foot $0.18 /linear foot $0.10 /linear foot $0.01 /linear foot $0.15 /tin oarfoot $0.58 /linear fool 3-Foot Depth, 3-Foot Bottom Width, 21-Foot Top Width $0.21 /linear foot $0.28 /linear foot $0.10 /linear foot $0.01 /linear foot $0.15 /linear foot $0.75 /linear foot Comment Lawn maintenance area=(iop width + 10 feet) x length. Mow eight times per year Lawn maintenance area * (top width +10 feet) x length _ Area revegetated equals 1% of lawn maintenance area per yoar Inspect lour times per year - January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 9 of 13 c TC-30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. n, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biqfiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. i. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biqfiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39-Oakland, P.H. 1983. An evaluation of Stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.rabmphandbooks.com Vegetated Swale TC-30 through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Stiidy: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379~383. Seattle Metro and Washington Department of Ecology. 1992. Biqfiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WL U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832^-99-006 http://www.epa.gov/owm/mtb/vegswale.pdf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Homer. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-sg-io. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert, 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-Ri6. Virginia Transportation Research Council, Charlottesville,VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual, www.mde.state.md.us/environment/wma/stormwatennanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques l(3):il7-ii9. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biqfiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA1993. Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Wafers. EPA-84O-B-92-OO2. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 l*iwi<$e for scour protection. {») Cross wtKiu of M<«le»rth check d»m. Notation: L *L«ng» of iw»<« impoundment area per chocK dam (tt) (h) DiMCRSkHMl vtew ofnrale im(man<J«icii( IK*.0, =0opthofch4didani(ft) Ss e Bottom slp»of swaln(ttm) W = Top width olch«kd«m(tt| We = Bottom wtdtfi of cheek dim (It) Ziu - R"tio of horuontil to vertical change in iwal« side slop* (IVIt! January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 13 of 13 Vegetated Swale TC-30 General Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. Therefore, swales are best suited for residential, industrial, and commercial areas with low flow and smaller populations. Inspection/Maintenance Considerations It is important to consider that a thick vegetative cover is needed for vegetated swales to function properly. Usually, swales require little more than normal landscape maintenance activities such as irrigation and mowing to maintain pollutant removal efficiency. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g., debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. The application of fertilizers and pesticides should be minimized. Maintenance Concerns, Objectives, and Goals • Channelization • Vegetation/Landscape Maintenance • Vector Control • Aesthetics • Hydraulic and Removal Efficacy Targeted Constituents V Sediment A J Nutrients • / Trash • / Metals A S Bacteria • y Oil and Grease A •/ Organics A Legend (Removal Effectiveness) • Low • High A Medium C A S Q A California Stormwater Quality Association January 2003 California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com 1 of 3 TC-30 Vegetated Swale Inspection.c''tf,l*£'t<K$tji*iA'- ''. -' i'&J:&"?ift&?<'f.te*' - -". Infipect after seeding and after first major storms for any damages. Inspect for signs of erosion, damage to vegetation, channelization of flow, debris and litter, and areas of sediment accumulation. Perform inspections at the beginning and end of the wet season. Additional inspections after periods of heavy runoff are desirable. 1 Post construction Semi-annual Insipect level spreader for clogging, grass along side slopes for erosion and formation of rills or gullies, and sand/soil bed for erosion problems. •_': ':-.-v• ,. ' - . ..•„:.*•:& Mow grass to maintain a height of 3-4 inches, for safety, aesthetic, or other purposes. Litter should always be removed prior to mowing. Clippings should be composted. Irrigate swale during dry season (April through October) or when necessary to maintain the vegetation. Provide weed control, if necessary to control invasive species. Annual , ./-*'***,- *•• »•-3| Suggested , % > As needed (frequent, seasonally) Remove litter, branches, rocks blockages, and other debris and dispose of properly. Maintain inlet flow spreader (if applicable). Repair any damaged areas within a channel identified during inspections. Erosion rills or gullies should be corrected as needed. Bare areas should be replanted as necessary. Declog the pea gravel diaphragm, if necessary. Correct erosion problems in the sand/soil bed of dry swales. Plant an alternative grass species if the original grass cover has not been successfully established. Reseed and apply mulch to damaged areas. Remove all accumulated sediment that may obstruct flow through the swale. Sediment accumulating near culverts and in channels should be removed when it builds up to 3 in. at any spot, or covers vegetation, or once it has accumulated to 10% of the original design volume. Replace the grass areas damaged in the process. Rototill or cultivate the surface of the sand/soil bed of dry swales if the swale does not draw down within 48 hours. Semi-annual Annual (as needed) As needed (infrequent) 2 of 3 California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 Additional Information Recent research (Colwell et al., 2000) indicates that grass height and mowing frequency have little impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. References Metropolitan Council, Urban Small Sites Best Management Practices Manual. Available at: http://www.metrocouncil.org/environment/Watershed/BMP/manual.htm U.S. Environmental Protection Agency, Post-Construction Stormwater Management in New Development & Redevelopment BMP Factsheets. Available at: cfpub.epa.gov/npdes/stormwater/menuofbmps/bmp files.cfm Ventura Countywide Stormwater Quality Management Program, Technical Guidance Manual for Stormwater Quality Control Measures. July, 2002. January 2003 California Stormwater BMP Handbook 3 of 3 Industrial and Commercial www.cabmphandbooks.com APPENDIX E Operation and Maintenance (O & M) Plan (Intentionally left blank. To be completed in next submittal) APPENDIX F Drainage Study for Life Technologies (Non-Residential POP) PRELIMINARY DRAINAGE STUDY FOR LIFE TECHNOLOGIES (NON-RESIDENTIAL PDF) Job Number 15767-E John D. Goddard, Jr. RCE 33037 Prepared for: Life Technologies 5781 Van Allen Way Carlsbad, California 92008 Prepared by: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 January 9, 2009 Revised: March 6,2009 TABLE OF CONTENTS Introduction 1 Vicinity Map 3 Hydrology 4 Detention 7 Conclusion 11 Tables: Table 2.1: Summary of 100-Year 6-Hour Pre-Project and Post-Project Peak Discharge Rates 6 Appendices: Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Basin 100: 2-Year, 10-Year, 100-Year 6-Hour Modified Rational Method Analyses (Pre-Project Condition) Basin 1000: 2-Year, 10-Year, 100-Year 6-Hour Modified Rational Method Analyses (Post-Project Condition) Basin 1000: 2-Year, 10-Year, 100-Year Detention Output from HEC-1 and Modified Rational Method Analyses After Detention Support Material for Hydrologic Analysis Support Materials for Detention Analysis Map Pockets: Map Pocket 1: Map Pocket 2: Preliminary Drainage Study Map for Life Technologies (Non-Residential PDF) [Pre-Project Condition] Preliminary Drainage Study Map for Life Technologies (Non-Residential PDF) [Post-Project) Condition] Prepared by: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Fi!es\15767\E\Studies\Drainage (2) Introduction This report presents a drainage study for proposed grading and improvements for the Life Technologies (Non-Residential PDF) project (hereafter referred to as the project). The project consists of the precise grading for the expansion of the existing parking lot on a small portion of the Life Technologies (Non-Residential PDF) campus, where currently a mass graded pad is located. A fire access driveway is also proposed on the northern portion of the campus. The purpose of this report is to provide hydrologic analysis for pre-project and post-project condition to acquire the appropriate final engineering permits. Project Location: The project site is located in Carlsbad, California and is within the Carlsbad Spectrum complex, bounded by College Boulevard to the east and Faraday Avenue to the west. See the Vicinity Map for the approximate location of the project site, located at the end of Section 1.0 of this report. Project Description and Features: The project involves approximately 3 acres of proposed surface improvements providing additional parking for the existing industrial/commercial complex whose watershed draining to College Boulevard is approximately 24 acres. Final engineering and improvement plans prepared for this project have yet to be prepared. Hydrology: In both the pre-project and post-project condition, storm water runoff from the parking lot portion of the project site is conveyed across the site in a northerly direction before being tied into an existing storm drain system. This existing storm drain system conveys the flows northerly along College Boulevard before outletting into Agua Hedionda Creek and ultimately into Agua Hedionda Lagoon. There is also a portion of the Life Technologies (Non-Residential PDF) property that drains westerly along Faraday Avenue, outlets into an unnamed tributary that ultimately discharges into Agua Hedionda Lagoon. Prepared by: 1 March 6,2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) The proposed storm drain system will collect runoff at many locations within the improvement limits and discharge into the existing storm drain system on the western edge of College Avenue. The project is a part of a large development known as Carlsbad Spectrum Complex. A detention analysis will be performed for this project to detain the 100-year post-project peak discharge to the 100-year pre-project peak discharge during final engineering design. Water Quality: The storm drain systems will include different low impact development, source control and treatment control BMPs to achieve water quality treatment to the maximum extent practicable. Refer to the report titled, "Preliminary Storm Water Management Plan for Life Technologies (Non-Residential PDP)" prepared by Rick Engineering Company, dated March 6, 2009 (Rick Engineering Company Job Number 15767-E) for further discussion of storm water quality requirements and post-construction BMPs. Prepared by: 2 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) CITY OF OCEANSIDE HIGHWAY NOT TO SCALE CITY OF VISTA CITY OF SAN MARCOS PACIFIC OCEAN CITY OF ENCINITAS VICINITY MAP NOT TO SCALE Prepared by: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\Drainage (2) Hydrology Hydrologic Methodology and Criteria: The 100-year 6-hour pre-project and post-project peak flow rates were determined for runoff from the project site using the Modified Rational Method. The hydrologic methodology and criteria utilized for the project has been taken from the San Diego County Hydrology Manual June 2003. Modified Rational Method Methodology and Criteria: The San Diego County Hydrology Manual June 2003 requires that the modified rational method be used for hydrologic analysis of a watershed less than approximately 1.0 square mile. The drainage area tributary to each of the proposed storm drain systems total less than 1.0 square mile. The Modified Rational Method computer program developed by Advanced Engineering Software (AES) was used for this study because it satisfies the County of San Diego's design criteria. The hydrologic model is developed by creating independent node-link models of each interior drainage basin and linking these sub-models together at confluence points. The program has the capability to perform calculations for 15 hydrologic processes. These processes are assigned code numbers that appear in the results. The code numbers and their significance are as follows: Subarea Hydrologic Processes (Codes) Code Code Code Code Code Code Code Code 1: 2: 3: 4: 5: 6: 7: 8: Confluence analysis at a node Initial subarea analysis Pipe flow travel time (computer-estimated pipe sizes) Pipe flow travel time (user-specified pipe size) Trapezoidal channel travel time Street flow analysis through a subarea User-specified information at a node Addition of the subarea runoff to mainline Prepared by: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\Drainage (2) Code 9: V-Gutter flow through subarea Code 10: Copy mainstream data onto a memory bank Code 11: Confluence a memory bank with the mainstream memory Code 12: Clear a memory bank Code 13: Clear the mainstream memory Code 14: Copy a memory bank onto the mainstream memory Code 15: Hydrologic data bank storage functions In order to perform the hydrologic analysis; base information for the study area is required. This information includes the land uses, drainage facility locations, flow patterns, drainage basin boundaries, and topographic elevations. For pre-project analysis this information was determined, from the exhibit titled, "Preliminary Drainage Study Map for Life Technologies (Non-Residential PDF) [Pre-Project]", included in Map Pocket 1. For post-project analysis this information was determined, from the exhibit titled, "Preliminary Drainage Study Map for Site Life Technologies (Non-Residential PDP) [Post-Project]", included in Map Pocket 2. The hydrologic conditions were analyzed in accordance with the County of San Diego's hydrology criteria as follows (except as noted below): Design Storm: 100-year 6-hour (for storm drain systems) 100-Year 6-Hour Precipitation (inches): P = 2.7 Runoff Coefficients: 0% Impervious C - 0.35 100% Impervious C - 0.87 Soil Type: "D" A composite runoff coefficient was calculated using the following equation from Section 3.1.2 of the San Diego County Hydrology Manual June 2003: C = 0.87 x (% Impervious) + Cp x (1 - % Impervious) Where: Cp = Pervious runoff coefficient value (undeveloped/vegetated/pervious surface) for the soil type. Prepared by: 5 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) Additional support material used for hydrologic analysis is provided in Appendix C of this report. Summary The results of the Modified Rational Method analyses for the project are provided in Appendix A (pre-project) and Appendix B (post-project) of this report. The two maps titled, "Preliminary Drainage Study Map for Life Technologies (Non-Residential PDF) [Pre-Project Condition]" located in Map pocket 1 and "Preliminary Drainage Study Map for Life Technologies (Non- Residential PDF) [Post-Project Condition]" located in Map pocket 2, present the drainage area boundaries, nodes, and areas used in the Modified Rational Method analyses of pre-project and post-project respectively. Prepared by: 6 March 6. 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) Detention The Life Technologies (Non-Residential PDF) project includes an underground detention basin at the southeast corner of the project boundary. The detention basin was designed to detain the 2- , 10-, and 100-year 6-hour post-project peak discharge rates from a previously developed area to reduce the total peak flow rate leaving the property to the pre-project peak discharge rates in order to address any downstream conditions of concern that may exist. For the detention basin design, modified rational method hydrologic analyses were performed to determine the 2-year, 10-year and 100-year peak discharge rates for both the pre-project condition and the post-project condition. Pre-project and post-project rational method outputs for Life Technologies (Non-Residential PDP) are provided in Appendices A and B of this report. Rational Method Hydrograph Synthesizing Procedure Methodology and Criteria: The sizing of a detention facility requires an inflow hydrograph to obtain the necessary storage volume. The modified rational method only yields a peak discharge and time of concentration, and does not yield a hydrograph. In order to convert the peak discharge and time of concentration into a hydrograph, a modified rational method hydrograph synthesizing procedure was used. The modified rational method hydrograph synthesizing procedure methodology and criteria that were used are described in Section 6.0, Rational Method Hydrograph Procedure, of the San Diego County Hydrology Manual June 2003. Prepared by: 7 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) Elevation-Storage-Discharge Relationship Methodology and Criteria: In order to model the basin in the HEC-1 hydrologic model, the storage volume of the basin and outflow characteristics of the outlet works are input at incremental elevations. These values comprise a rating curve, which the HEC-1 hydrologic model uses in conjunction with the inflow hydrograph to produce the outflow and storage hydrographs. Microsoft Excel spreadsheets are typically used to calculate rating curves for the proposed outflow structures based on criteria specified by the user for the type of flow and the geometry of the outflow structure(s). The storage volume was computed by determining the cross-sectional area of the detention pipe at incremental elevations. Standard "Weir" and "Orifice" equations are used to determine the outflow characteristics of the discharge outlet works. Support material for the rating curves are provided in Appendix E of this report. HEC-1 Methodology and Criteria: The 2-, 10-, and 100-year hydrographs and the elevation-storage rating curves were used in the HEC-1 hydrologic model to perform routing calculations for the underground detention basin, and to determine the 100-year detention volumes required for the basin to reduce the post-project peak discharge rate back to the pre-project peak discharge rate. Since the proposed detention basin is located in-line with only one of the three tributary storm drain systems s that confluence at the project boundary, the results of the HEC-1 hydrologic modeling are then input into the AES modified Rational Method analysis to determine the overall effect the detention basin has on the watershed. Detention Results: The 2-year, 10-year and 100-year post-project peak discharge rates were routed using the HEC-1 hydrologic model to determine the detention volume required for the basins to reduce the post- project peak discharge rate back to the pre-project peak discharge rate for both storm events. The HEC-1 detention analysis computer output is located in Appendix D of this report. Based on the HEC-1 hydrologic model, approximately 0.034 acre-feet of volume will be required for 2- year, 10-year and 100-year detention. Table 3.1 summarizes the detained discharge rates for 2- Prepared by: 8 March 6>2009 Rick Engineering Company JDG:CA:sr:K:Job FilesM 5767\E\Studies\Drainage (2) year, 10-year and 100-year storm events. Table 3.1 Summary of Modified Rational Method and Detention Results For Life Technologies (Non-Residential PDF) Storm Event 2-Year 2-Year 10- Year 10- Year 100- Year 100-Year Condition Pre-Project Post-Project Pre-Project Post-Project Pre-Project Post-Project Area (acres) 24.2 24.2 24.2 24.2 24.2 24.2 Undetained Peak Discharge (cfs*) 34.4 36.1 49.8 52.2 77.2 80.9 Detained Peak Discharge (cfs*) - 34.4 - 49.4 - 76.6 Max Stage (ft) - 2.2 - 2.8 - 4.8 Volume at Max Stage (ac-ft) - .011 - .018 - .034 * cfs = cubic feet per second It is important to note that the detention basin is sized to detain an area that is not being developed so that the total flows from the Life Technologies (Non-Residential PDP) property match pre-project levels. This design approach was taken because the three storm drain systems tributary to the one outlet location each have a different time of concentration. If either of the other two main lines were detained, their time of concentration would be increased and would thus match the time of concentration from the third line, causing a greater peak flow and a need for a larger detention volume. The rating curves were calculated by using the Microsoft Excel spreadsheet. The results are shown in the Microsoft Excel spreadsheet, provided in Appendix E of this report. The rating curves are not set to the true elevations of the system. The bottom of the cleanout, which contains the controlling detention plate, is set at elevation "0" and the bottom of the actual detention basin is at elevation "0.25 ft" (downstream flowline of 60" HOPE pipe). Therefore, the rating curve reflects that there is no volume below elevation "0.25 ft". Prepared by: Rick Engineering Company March 6, 2009 JDG:CA:sr:K:Job Files\15767\E\Studies\Drainage (2) In the design of the underground detention basin, it was determined that a 60-inch storm drain pipe that is 80 feet long is sufficient to provide the necessary detention volume. An A-8 cleanout will be placed in-line with the existing 36-inch reinforced concrete pipe to provide a steel outlet plate sized to detain each of the three required storm events. The outlet requires a 2 ft by 1.5 ft orifice opening to be located on the lower portion of the outlet plate, with a 0.9 ft wide weir located at elevation "3 ft" extended to the top of the plate, located at elevation "4.8 ft". In conclusion, based on the modified rational method analyses, the 100-year pre-project peak discharge rate was 77.2 cfs and the 100-year post-project peak discharge rate was detained back to 76.5 cfs with the outlet work design. With this detention rate, the 100-year HEC-1 analysis shows that the maximum stage for the 100-year storm occurs at stage 4.8'. The modified rational results (with detention included) are provided along with the HEC-1 output in Appendix D of this report. Emergency Overflow Structure: Emergency overflow calculations were also completed for the design of the detention plate. In order to test an emergency overflow condition, both openings in the detention plate were assumed to be blocked and calculations were completed to find the required water surface elevation to pass the undetained flow over the top of the detention plate. The required elevation above the flowline of the cleanout to pass the 100-year undetained flow was 7.2 feet. This elevation is well below the finished grade and also is less than 5 feet above the soffit of the connecting storm drains so watertight joints should not be necessary. The overflow weir calculation is provided at the end of Appendix E of this report. Prepared by: 10 March 6,2009 Rick Engineering Company JDG:CA:sr:K:Job FilesU 5767\E\Studies\Drainage (2) Conclusion In conclusion, based on the modified rational method analyses, the 100-year pre-project peak discharge rate was 78.0 cfs and the 100-year post-project peak discharge rate was 81.5 cfs (without detention). During final engineering, a detailed HEC-1 detention analysis will be performed to mitigate the increase in discharge rate, as well as hydraulic calculations for on-site storm drain and inlet capacities. Prepared by: 11 March 6, 2009 Rick Engineering Company JDG:CA:sr:K:Job Files\15767\E\Studies\Drainage (2) APPENDIX A Basin 100: 2-Year, 10-Year, 100-Year 6-Hour Modified Rational Method Analyses (Pre-Project Condition) RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** * J 15767-C * * LIFE TECHNOLOGIES PROJECT * * 2-Year (Pre-Project Condition) * t************************v FILE NAME: C:\AES\100-2.DAT TIME/DATE OF STUDY: 09:31 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 Life Technologies Project 2-Year, PRE-Project Condition Page 1 of 30 c INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) =0.21 r******************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.34 ' AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 6.90 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.37 AREA-AVERAGE RUNOFF COEFFICIENT = 0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 =250.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.66 TC(MIN.) = 6.90 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA): ' Life Technologies Project 2-Year, PRE-Project Condition Page 2 of 30 C OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7611 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.91 TC(MIN.) = 6.90 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.29 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 302.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.715 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 3.39 TC(MIN.) = 7.17 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =3.39 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 7.66. LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 416.50 FEET. k************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS'CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.602 Life Technologies Project 2-Year, PRE-Project Condition Page 3 of 30 c c *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 4.61 TC(MIN.) = 7.66 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.3 INCHES . PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.61 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 471.50 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.554 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8164 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.84 TC(MIN.) = 7.88 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = .235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 524.90 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, PRE-Project Condition Page 4 of 30 c c 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8231 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 6.62 TC(MIN.) = 8.08 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 235.54 DOWNSTREAM (FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 5.11 GIVEN PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 6.62 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 530.90 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.510 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8121 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 6.73 TC(MIN.) =8.10 ************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.73 PIPE TRAVEL TIME(MIN-) = 0.56 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 685.50 FEET. FLOW PROCESS FROM NODE 108.00'TO NODE 108.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, PRE-Project Condition Page 5 of 30 C 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8191 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 7.38 TC(MIN.) = 8.66 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE =81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 8.49 TC(MIN.) = 8.66 c FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =4.90 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF' PIPES = 1 PIPE-FLOW(CFS) = 8.49 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 748.50 FEET. +***************************************+*****************+*+*****+****** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = ' 2.366 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8092 SUBAREA AREA.(ACRES) = 0.45 SUBAREA RUNOFF (CFS) = 0.93 TOTAL AREA(ACRES) = 4.85 TOTAL RUNOFF(CFS) = 9.29 TC(MIN.) = 8.87 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 2-Year, PRE-Project Condition Page 6 of 30 >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.29 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 885.50 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8149 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 9.98 TC(MIN.) = 9.33 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8051 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 10.88 TC(MIN.) = 9.33 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 233.55 DOWNSTREAM (FEET) = 233.10 FLOW LENGTH (FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 5.24 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 10.88 PIPE TRAVEL TIME (WIN.) = 0.28 Tc(MIN.) =9.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 974.5-0 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 Life Technologies Project 2-Year, PRE-Project Condition Page 7 of 30 c >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.246 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8082 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 11.26 TC(MIN.) = 9.62 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.26 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) =9.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1057.50 FEET. ********************************************************! FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.208 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER {AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8137 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 12.21 TC(MIN.) = 9.88 ***************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.208 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8066 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 13.00 TC(MIN.) = 9.88 ************************************************* FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41 Life Technologies Project 2-Year, PRE-Project Condition Page 8 of 30 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC..) = 5.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.00 - PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.14 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.171 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8079 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 13.07 TC(MIN.) = 10.14 *****************************************************1 FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07 PIPE TRAVEL TIME(MIN-) = 0.09 Tc(MIN.) = 10.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1174.20 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8032 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 13.10 TC(MIN.) = 10.22 *************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE =. 41 Life Technologies Project 2-Year, PRE-Project Condition Page 9 of 30 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« c ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.10 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 7.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.10 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) =245.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.090 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.016 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = '0.12 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.00 DOWNSTREAM(FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) =0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.493 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.85 Life Technologies Project 2-Year, PRE-Project Condition Page 10 of 30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = Tc(MIN.) = 8.18 SUBAREA AREA(ACRES) = 0.70 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.80 2.07 2.09 SUBAREA RUNOFF(CFS) = 1.48 0.795 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 =310.00 FEET. c************ **************! FLOW PROCESS FROM NODE 132.00 TO NODE t******* 115,00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = 232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) =8.22 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 115.00 = 343.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.22 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.10 10.66 2.102 7.55 2 1.59 8.22 2.485 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.69 8.22 2.485 2 14.44 10.66 2.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.44 Tc(MIN.) = TOTAL AREA(ACRES) = 8.35 10.66 Life Technologies Project 2-Year, PRE-Project Condition Page 11 of 30 c c LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. •r**********************************************-, FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) =11.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1434.90 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET)-= 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 14.44 TC(MIN.) = 11.55 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ***************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.78 Life Technologies Project 2-Year, PRE-Project Condition Page 12 of 30 c GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 14.44 PIPE TRAVEL TIME(MIN-) = 0.14 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.981 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8067 SUBAREA AREA (ACRES) = 0.60 SUBAREA RUNOFF (CFS) = 1.01 TOTAL AREA (ACRES) = 9.10 TOTAL RUNOFF (CFS) = 14.54 TC(MIN.) = 11.69 FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 227.34 DOWNSTREAM (FEET) = 225.16 FLOW LENGTH (FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 9.80 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 14.54 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 11.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 11.85 RAINFALL INTENSITY ( INCH/HR) = 1.96 TOTAL STREAM AREA (ACRES) =9.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.54 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 Life Technologies Project 2-Year, PRE-Project Condition Page 13 of 30 c c ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 *****************************************i FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.77 TC(MIN.) = 2.83 *************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = ' 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.27 TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 4.36 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET/SEC.) = 2.35 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 250.00 FEET. FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 Life Technologies Project 2-Year, PRE-Project Condition Page 14 of 30 c DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.81 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 4.51 LONGEST FLOWPATH FROM NODE 140.00 TO NODE , 143.00 = 314.70 FEET. FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) =3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) -= 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA (ACRES) = 0.30 SUBAREA RUNOFF (CFS) = 0.89 TOTAL AREA (ACRES) = 1.60 TOTAL RUNOFF (CFS) = 4.70 TC(MIN.) = 4.51 ***•************* FLOW PROCESS FROM NODE 143.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« • ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 225.80 FLOW LENGTH(FEET) = 32.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.52 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.70 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.53 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 119.00 = 347.10 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.53 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.54 11.85 1.963 9.10 2 4.70 4.53 3.425 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Life Technologies Project 2-Year, PRE-Project Condition Page 15 of 30 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.04 4.53 3.425 2 17.24 11.85 1.963 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.24 Tc(MIN.) = 11.85 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. *********************************************************************** -i FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 225.16 DOWNSTREAM(FEET) = 224.05 FLOW LENGTH(FEET) = 40.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.96 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.24 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« *********** ********************************************************v FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF{CFS) = 0.28 ******************************************************************v FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« Life Technologies Project 2-Year, PRE-Project Condition Page 16 of 30 c ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.119 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC 235.25 0.0221 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 5.78 SUBAREA AREA(ACRES) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 1.90 ) = 2. 0.10 TRAVEL TIME(MIN.) = 2 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 05 85 SUBAREA RUNOFF(CFS) = 0.848 PEAK FLOW RATE(CFS) = 4.77 5.03 400.00 FEET. **************•>t******* FLOW PROCESS FROM NODE 152.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 224.05 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.28 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =5.03 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 5.95 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 = 504.30 FEET. *********v c*******l FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.03 5.95 3.062 1.90 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 504.30 FEET. C ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.24 11.91 1.957 10.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) Life Technologies Project 2-Year, PRE-Project Condition Page 17 of 30 c 13.64 20.45 5.95 11.91 3.062 1.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.45 Tc(MIN.) = 11.91 TOTAL AREA(ACRES) = 12.60 r** **1 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK i 2 <«« ============= FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 C >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ====== *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) = - 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.20 •a-*******************-. FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.825 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 6.74 SUBAREA AREA(ACRES) = 0.75 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.85 0.07 TRAVEL TIME(MIN. SUBAREA RUNOFF(CFS) = 0.817 PEAK FLOW RATE(CFS) 57 34 241.45 0.0184 1.80 1.96 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 =270.00 FEET. Life Technologies Project 2-Year, PRE-Project Condition Page 18 of 30 FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.96 PIPE TRAVEL TIME(MIN-) = 0.52 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 163.00 = 393.00 FEET. ************************************************************************* FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.96 PIPE TRAVEL TIME(MIN.) =' 0.22 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 452.00 FEET. FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.640 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.49 *************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ========±======:=:==:===:==:=:=:==:===::=:=:= ===============================:=:=:=:==:=:====== ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.62 Life Technologies Project 2-Year, PRE-Project Condition Page 19 of 30 c LONGEST FLOWPATH FROM NODE 160.00 TO NODE 165.00 = 486.50 FEET. t*********************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.611 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8390 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 3.18 TC(MIN.) = 7.62 *************************************************************************! FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.96 DOWNSTREAM(FEET) = 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.18 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) =7.96 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 595.00 FEET. FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.537 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 5.89 TC(MIN.) = 7.96 FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.31 GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.89 Life Technologies Project 2-Year, PRE-Project Condition Page 20 of 30 c PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 167.00 = 689.80 FEET. i:********************************************************** **************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.89 FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.620 SUBAREA RUNOFF(CFS) =0.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.831 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.80 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 5.63 • Tc(MIN.) = 13.20 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 0.77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 320.00 FEET. Life Technologies Project 2-Year, PRE-Project Condition Page 21 of 30 c c c ******************************************************************* FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 434.00 FEET. FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.808 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 1.33 TC(MIN.) = 13.47 FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 235.83 FLOW LENGTH(FEET) = 76.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 13.85 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 510.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 1.37 Life Technologies Project 2-Year, PRE-Project Condition Page 22 of 30 c TC(MIN.) = 13.85 *************************************************j FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.83 DOWNSTREAM(FEET) = 235.24 FLOW LENGTH(FEET) = 83.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.40 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.37 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 185.00 = 593.80 FEET. • FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.742 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 1.40 TC(MIN.) = 14.26 FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.24 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 41.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.36 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.40 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 186.00 = 635.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.726 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.36 Life Technologies Project 2-Year, PRE-Project Condition Page 23 of 30 TOTAL AREA (ACRES) = TC(MIN.) = 14.46 2.90 TOTAL RUNOFF (CFS) =1.75 t*************************** FLOW PROCESS FROM NODE 186.00 TO NODE 187.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.67 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.58 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 187.00= 660.20 FEET. FLOW PROCESS FROM NODE 187.00 TO NODE 167.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.71 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.75 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) =14.83 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN. ) = 14.83 RAINFALL INTENSITY ( INCH/HR) = 1.70 TOTAL STREAM AREA (ACRES) = 2.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.89 8.21 2.487 2.75 2 1.75 14.83 1.699 2.90 c RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Life Technologies Project 2-Year, PRE-Project Condition Page 24 of 30 c NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.86 8.21 2.487 2 5.78 14.83 1.699 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 6.86 Tc(MIN.) = 8.21 TOTAL AREA (ACRES) = 5.65 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 233.40 DOWNSTREAM (FEET) = 233.04 FLOW LENGTH (FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5.89 GIVEN PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 6.86 PIPE TRAVEL TIME (MIN.) = 0.11 Tc(MIN.) = 8.32 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 168.00 = 769.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) =2.467 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6093 SUBAREA AREA (ACRES) = 1.05 SUBAREA RUNOFF (CFS) = 1.84 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 10.07 TC(MIN.) = 8.32 FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 232.71 DOWNSTREAM ( FEET )= 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6.90 GIVEN PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 10.07 PIPE TRAVEL TIME (MIN.) = 0.44 Tc(MIN.) = 8.75 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 169.00 = 950.60 FEET. **************************************************i FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, PRE-Project Condition Page 25 of 30 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.387 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6335 SUBAREA AREA (ACRES) = 0.75 SUBAREA RUNOFF (CFS) = 1.52 TOTAL AREA (ACRES) = 7.45 TOTAL RUNOFF (CFS) = 11.26 TC(MIN.) = 8.75 FLOW PROCESS FROM NODE 169.00 TO NODE 170.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 230.36 DOWNSTREAM (FEET) = 229.22 FLOW LENGTH (FEET) = 91.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 7.43 GIVEN PIPE DIAMETER (INCH) = 30*00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 11.26 PIPE TRAVEL TIME (WIN.) = 0.21 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 = 1042.20 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 c >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.351 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6737 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF{CFS) = 3.40 TOTAL AREA(ACRES) = 9.15 TOTAL RUNOFF(CFS) = 14.49 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.22 DOWNSTREAM(FEET) = 221.15 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =14.49 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 Life Technologies Project 2-Year, PRE-Project Condition Page 26 of 30 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« c TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) =9.21 RAINFALL INTENSITY ( INCH/HR) = 2.31 TOTAL STREAM AREA (ACRES) = 9.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.49 FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 249.50 DOWNSTREAM ELEVATION (FEET) =248.90 ELEVATION DIFFERENCE (FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.983 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.347 SUBAREA RUNOFF (CFS) =0.16 TOTAL AREA (ACRES) = 0.20 TOTAL RUNOFF (CFS) = 0.16 FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 248.90 DOWNSTREAM (FEET) = 237.30 CHANNEL LENGTH THRU SUBAREA (FEET) = 380.00 CHANNEL SLOPE = '0.0305 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.752 *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC .) = 1.23 AVERAGE FLOW DEPTH (FEET) = 0.07 TRAVEL TIME (MIN.) = 5.16 . Tc(MIN.) = 14.14 SUBAREA AREA (ACRES) = 2.25 SUBAREA RUNOFF (CFS) = 1.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.451 TOTAL AREA(ACRES) = 2.45 PEAK FLOW RATE (CFS) = 1.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY (FEET/SEC. ) = 1.51 LONGEST FLOWPATH FROM NODE 190.00 TO' NODE 192.00 = 430.00 FEET. FLOW PROCESS FROM NODE 192.00 TO NODE 171.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« Life Technologies Project 2-Year, PRE-Project Condition Page 27 of 30 c c ELEVATION DATA: UPSTREAM(FEET) = 230.10 DOWNSTREAM(FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.94 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 14.85 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 171.00 = 619.00 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.85 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) =2.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.49 9.21 2.310 9.15 2 1.94 14.85 1.697 2.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.69 9.21 2.310 2 12.58 14.85 1.697 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.69 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. ***************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.69 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 9..70 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 172.00 = 1380.20 FEET. Life Technologies Project 2-Year, PRE-Project Condition Page 28 of 30 c ******************************************** ****************! FLOW PROCESS FROM NODE 172.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =15.69 PIPE TRAVEL TIME(MIN-) = 0.23 Tc(MIN.) = 9.93 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00= 1479.10 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.69 9.93 2.201 11.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.45 11.91 1.957 12.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM • RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.74 9.93 2.201 2 34.40 11.91 1.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.40 Tc(MIN.) = 11.91 TOTAL AREA(ACRES) =24.20 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.53 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.40 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.93 Life Technologies Project 2-Year, PRE-Project Condition Page 29 of 30 c LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1846.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 11.93 PEAK FLOW RATE(CFS) =34.40 END OF RATIONAL METHOD ANALYSIS Life Technologies Project 2-Year, PRE-Project Condition Page 30 of 30 C *****************************************************1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** * J 15767-C * * LIFE TECHNOLOGIES PROJECT * * 10-Year (Pre-Project Condition) * FILE NAME: C:\AES\100-10.DAT TIME/DATE OF STUDY: 09:27 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) =4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21_____„_________________—„________ — — —. — _______________ _______ _ — «_____ _______ __—._ — >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« X»v *USER SPECIFIED(SUBAREA): L) OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 Life Technologies Project 10-Year, PRE^Project Condition Page 1 of 30 c S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN-) = 4.413 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) =0.28 t******** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA{FEET) = 200.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 242.50 0.0165 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 6.56 S UBAREA AREA(ACRE S) = 0.60 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.70 0.07 TRAVEL TIME(MIN. 55 15 SUBAREA RUNOFF(CFS) : 0.789 PEAK FLOW RATE(CFS) 1.96 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 2.20 250.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.38 TC(MIN.) = 6.56 FLOW PROCESS FROM NODE r***************1 102.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, PRE-Project Condition Page 2 of 30 c 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7611 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.73 TC(MIN.) = 6.56 *************************************************************! FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ^==«=========^==============^====:=:===:==:==^======:=: ==================== ====s=====;===±=:==:==: 5========== ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.65 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN-) = 0.24 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 302.50 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 4.86 TC(MIN.) = 6.80 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =4.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.86 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 416.50 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 Life Technologies Project 10-Year, PRE-Project Condition Page 3 of 30 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« c c 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.735 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 6.62 TC(MIN.) = 7.24 ************************************************* *********** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ===r ===================:====:====================:==:=:===:================================ ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.62 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 471.50 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.'00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.668 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8164 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.39 TC(MIN.) = 7.45 ****************************************************************v FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =8.39 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 524.90 FEET. **************************•, Life Technologies Project 10-Year, PRE-Project Condition Page 4 of 30 c c FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.613 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8231 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 9.52 TC(MIN.) = 7.62 ****************************************************************•; FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.52 PIPE TRAVEL TIME(WIN.) = 0.02 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 530.90 FEET. ************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.608 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC I.I) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8121 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 9.67 TC(MIN.) = 7.64 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =9.67 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 685.50 FEET. Life Technologies Project 10-Year, PRE-Project Condition Page 5 of 30 c c ************ FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.461 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8191 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 10.63 TC(MIN.) = 8.15 ************************************************************* FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.461 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030 SUBAREA AREA (ACRES) = 0.65 SUBAREA RUNOFF (CFS) = 1.60 TOTAL AREA (ACRES) = 4.40 TOTAL RUNOFF (CFS) = 12.23 TC(MIN.) = 8.15 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.23 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 74.8.50 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« =====^:=:=^=======2=:^:^:==^:=:=:^===: ============ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.409 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8092 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 4.85 TOTAL RUNOFF(CFS) = 13.38 Life Technologies Project 10-Year, PRE-Project Condition Page 6 of 30 C TC(MIN.) = 8.34 ********** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.38 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) =8.76 . LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 885.50 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.304 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8149 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 14.40 TC(MIN.) = 8.76 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.304 *USER SPECIFIED(SUBAREA): . OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8051 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 15.69 TCfMIN.) = 8.76 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.7 INCHES C PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 Life Technologies Project 10-Year, PRE-Project Condition Page 7 of 30 c c PIPE-FLOW(CFS) = 15.69 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 974.50 FEET. ************************************************* FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8082 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 16.25 TC(MIN.) = 9.01 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.25 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1057.50 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.189 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8137 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 17.64 TC(MIN.) = 9.25 FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.189 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 Life Technologies Project 10-Year, PRE-Project Condition Page 8 of 30 c c AREA-AVERAGE RUNOFF COEFFICIENT = 0.8066 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 18.78 TC(MIN.) = 9.25 ******************************************•, FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.78 PIPE TRAVEL TIME(MIN-) = 0.23 Tc(MIN.) = 9.48 LONGEST FLOWPATH FROM NODE 100.00 .TO NODE 113.00 = 1141.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8079 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) =18.89 TC(MIN.) = 9.48 ***************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =6.87 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.89 PIPE TRAVEL TIME(MIN-) = 0.08 Tc(MIN.) = 9.56 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1174.20 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.122 *USER SPECIFIED(SUBAREA): Life Technologies Project 10-Year, PRE-Project Condition Page 9 of 30 c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8032 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 18.93 TC(MIN.) = 9.56 FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.93 PIPE TRAVEL TIME(MIN-) = 0.39 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 9.96 RAINFALL INTENSITY ( INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 7.55 PEAK FLOW RATE (CFS) AT CONFLUENCE = 18.93 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 246.50 DOWNSTREAM ELEVATION (FEET) =245.00 ELEVATION DIFFERENCE (FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6.090 10 YEAR RAINFALL INTENSITY (INCH/HOUR) =4.176 SUBAREA RUNOFF (CFS) = 0.17 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.17 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« Life Technologies Project 10-Year, PRE-Project Condition Page 10 of 30 c ELEVATION DATA: UPSTREAM{FEET) = 245.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.505 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC 240.70 0.0165 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 7.99 SUBAREA AREA(ACRES) = 0.70 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.80 ) = 2. 0.16 TRAVEL TIME(MIN.) = 1. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 2.66 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 28 90 SUBAREA RUNOFF(CFS) = 0.795 PEAK FLOW RATE(CFS) = 2.09 2.23 310.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE 115.00 IS CODE = 41 C >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.19 232.10 GIVEN PIPE DIAMETER(INCH) = 12.00 PIPE-FLOW(CFS) = 2.23 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 1 Tc(MIN.) = 130.00 TO NODE 8.02 115.00 =343.00 FEET. r************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.-00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«'<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.02 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 2 ARE: C ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.93 9.96 3.041 7.55 2 2.23 8.02 3.496 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Life Technologies Project 10-Year, PRE-Project Condition Page 11 of 30 c C CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.49 8.02 3.496 2 20.87 9.96 3.041 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.87 Tc(MIN.) = 9.96 TOTAL AREA(ACRES) = 8.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =6.19 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =20.87 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1434.90 FEET. ************************************************************************V FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 41 ____________________.«..«._______._______.«._»._«____________________-•. — — — — — — — — — — - >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.22 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.87 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 10.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.892 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036 SUBAREA AREA (ACRES)' = 0.15 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 20.87 TC(MIN.) = 10.77 Life Technologies Project 10-Year, PRE-Project Condition Page 12 of 30 c NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.87 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8067 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 21.07 TC(MIN.) = 10.89 FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.34 DOWNSTREAM(FEET) = 225.16 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.89 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =21.07 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.7.0 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««• TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.04 J|PN RAINFALL INTENSITY(INCH/HR) =2.85 ' C, TOTAL STREAM AREA(ACRES) = 9.10 Life Technologies Project 10-Year, PRE-Project Condition Page 13 of 30 c c PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.07 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 243.90 DOWNSTREAM ELEVATION (FEET) = 242.90 ELEVATION DIFFERENCE (FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 10 YEAR RAINFALL INTENSITY (INCH/HOUR) =4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.39 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.39 *•*•*****.**************•*•***********•*********************************•* FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.45 TC(MIN.) = 2.83 *************************************•. FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.39 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN-) = 1.40 Tc(MIN.) = 4.22 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 . Life Technologies Project 10-Year, PRE-Project Condition Page 14 of 30 c TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.57 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 2.50.00 FEET. ***********************************************•, FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = ' 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 6.71 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.27 PIPE TRAVEL TIME(MIN-) = 0.16 Tc(MIN.) = 4.39 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 143.00 = 314.70 FEET. FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) =' 6.51 TC(MIN.) = 4.39 FLOW PROCESS FROM NODE 143.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 225.80 FLOW LENGTH(FEET) = 32.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.33 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.51 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.41 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 119.00 = 347.10 FEET. *********************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1______.«...____________ ________-—. — ___________________._____-__ — — -»____ _ _______ ______ _ — _ _ _ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Life Technologies Project 10-Year, PRE-Project Condition Page 15 of 30 c c >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.41 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) =1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE =6.51 '' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.07 11.04 2.846 9.10 2 6.51 4.41 4.743 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.16 4.41 4.743 2 24.98 11.04 2.846 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.98 Tc(MIN.) = 11.04 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 225.16 DOWNSTREAM(FEET) = 224.05 FLOW LENGTH(FEET) = 40.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.17 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.98 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK i 1 <«« *************i FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): Life Technologies Project 10-Year, PRE-Project Condition Page 16 of 30 c c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) =50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39 FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 235.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0221 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.448 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.25 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 5.52 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 6.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.848 TOTAL AREA(ACRES) .= 1.90 PEAK FLOW RATE(CFS) = 7.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.60 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 400.00 FEET. **************************************************************** * * ********: FLOW PROCESS FROM NODE 152.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = .224.05 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 . DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.34 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.17 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.68 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 = 504.30 FEET. ******************************************************************v FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 Life Technologies Project 10-Year, PRE-Project Condition Page 17 of 30 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« c ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 , 7.17 5.68 4.371 1.90 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 = 504.30 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.98 11.09 2.837 10.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.95 5.68 4.371 2 29.63 11.09 2.837 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.63 Tc(MIN.) = 11.09 TOTAL AREA(ACRES) =12.60 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« ******************************************************* FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) =50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) =1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.45 Life Technologies Project 10-Year, PRE-Project Condition Page 18 of 30 c c CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0184 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.952 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN-) = 2.23 Tc(MIN.) = 6.63 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 2.52 AREA-AVERAGE RUNOFF COEFFICIENT = 0.817 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 2.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) =1.88 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 = 270.00 FEET. *************************************************v FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES— 1 PIPE-FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 160.00 TO.NODE 163.00 = 393.00 FEET. ************************************************* FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE. IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 452.00 FEET. fc************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.712 *USER SPECIFIED(SUBAREA): Life Technologies Project 10-Year, PRE-Project Condition Page 19 of 30 c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.90 TC(MIN.) = 7.31 IT****************************************-; FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.90 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 165.00 = 486.50 FEET. FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 _-._______________________-.— .— — —. — ________.-— — ___. — — ____________, » w _______«..«____• — .«.——•— « — >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.674 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8390 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 4.47 TC(MIN.) =7.43 **************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = - 235.96 DOWNSTREAM(FEET) = 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.47 PIPE TRAVEL TIMEfMIN.) = 0.32 Tc(MIN.) = 7.75 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, PRE-Project Condition Page 20 of 30 o c c 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.576 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 8.30 TCfMIN.) = 7.75 *********'******************************************************************* FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.30 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.97 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 167.00 = 689.80 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.97 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.30 ******************* ******************-y FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 51 Life Technologies Project 10-Year, PRE-Project Condition Page 21 of 30 c >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 250.70 DOWNSTREAM (FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA (FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE (FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.643 *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 0.94 AVERAGE FLOW DEPTH (FEET) = 0.07 TRAVEL TIME(MIN.) = 4.80 Tc(MIN.) = 12.38 SUBAREA AREA (ACRES) = 1.20 SUBAREA RUNOFF (CFS) = 1.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA (ACRES) = 1.40 PEAK FLOW RATE (CFS) = 1.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY (FEET/SEC. ) = 1.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 320.00 FEET. FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 41 C >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.29 PIPE TRAVEL TIME(MIN-) = 0.24 Tc(MIN.) = 12.62 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 434.00 FEET. FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 2.611 *USER SPECIFIED (SUBAREA) : URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA (ACRES) = 0.70 SUBAREA RUNOFF (CFS) 2.10TOTAL AREA (ACRES) = TC(MIN.) = 12.62 TOTAL RUNOFF {CFS ) 0.64 1.92 c FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 10-Year, PRE-Project Condition Page 22 of 30 c c c >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 235.83 FLOW LENGTH(FEET) = 76.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.71 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.92 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) =12.96 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 510.70 FEET. ************.**************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 1.98 TC(MIN.) = 12.96 ***************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.83 DOWNSTREAM(FEET) = 235.24 FLOW LENGTH(FEET) = 83.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.98 PIPE TRAVEL TIME(WIN.) = 0.37 Tc(MIN.) = 13.33 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 185.00 = 593.80 FEET. FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.520 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 2.03 TC(MIN.) = 13.33 FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 41 Life Technologies Project 10-Year, PRE-Project Condition Page 23 of 30 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« C ELEVATION DATA: .UPSTREAM(FEET) = 235.24 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 41.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.75 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.51 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 186.00 = 635.20 FEET. FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 2.54 TC(MIN.) = 13.51 r*****************^ FLOW PROCESS FROM NODE 186.00 TO NODE 187.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.08 GIVEN PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.54 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.61 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 187.00 = 660.20 FEET. ************************************************************************* FLOW PROCESS FROM NODE 187.00 TO NODE 167.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.24 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.54 ' PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.84 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. Life Technologies Project 10-Year, PRE-Project Condition Page 24 of 30 c c c *******•< FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 — — — — — — — — — — — — — ______«. ______ __ _ _ __ _ _ _ _ _ _ _ _ . _ _ _ .__ — _____________ — __ ----- ____ — ___________ >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 13.84 RAINFALL INTENSITY (INCH/HR) =2.46 TOTAL STREAM AREA (ACRES) = 2.90 -PEAK FLOW RATE(CFS) AT CONFLUENCE =2.54 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.30 7.97 3.510 2.75 2 2.54 13.84 2.459 2.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.76 7.97 3.510 2 8.35 13.84 2.459 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.76 Tc(MIN.) = 7.97 TOTAL AREA (ACRES) = 5.65 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)'<«« ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = 233.04 FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =6.51 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =9.76 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 168.00 = 769.60 FEET. &********•******•*******•*** + ********* + ******************* FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.483 *USER SPECIFIED(SUBAREA): Life Technologies Project 10-Year, PRE-Project Condition Page 25 of 30 c c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6093 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 14.22 TC(MIN.) =8.07 *************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.22 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 169.00 = 950.60 FEET. t*********************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 81. >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.376 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT,= 0.6335 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 15.94 TC(MIN.) = 8.47 FLOW PROCESS FROM NODE 169.00 TO NODE 170.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.94 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.65 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 170.00 = 1042.20 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, PRE-Project Condition Page 26 of 30 c 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.329 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6737 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF (CFS) = 4.81 TOTAL AREA(ACRES) = 9.15 TOTAL RUNOFF(CFS) = 20.52 TC(MIN.) = 8.65 FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 229.22 DOWNSTREAM (FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 8.74 GIVEN PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) =20.52 PIPE TRAVEL TIME (MIN.) = 0.22 Tc(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 8.88 RAINFALL INTENSITY (INCH/HR) =3.27 TOTAL STREAM AREA (ACRES) = 9.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.52 FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 249.50 DOWNSTREAM ELEVATION (FEET) = 248.90 ELEVATION DIFFERENCE (FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 8.983 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.250 SUBAREA RUNOFF (CFS) = 0.23 TOTAL AREA (ACRES) = 0.20 TOTAL RUNOFF (CFS) = 0.23 FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 51 Life Technologies Project 10-Year, PRE-Project Condition Page 27 of 30 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 248.90 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.486 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 237.30 0.0305 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 13.61 SUBAREA AREA(ACRES) = 2.25 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 2.45 0.08 TRAVEL TIME(WIN.) 37 62 SUBAREA RUNOFF(CFS) = 0.451 PEAK FLOW RATE(CFS) = 2.57 2.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 192.00 =430.00 FEET. **************************< FLOW PROCESS FROM NODE 192.00 TO NODE 171.00 IS CODE 41 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.10 DOWNSTREAM(FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 171.00 = 619.00 FEET. ***•*****************! FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) = 2.45 •PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.52 8.88 3.275 2 2.75 14.25 2.414 AREA (ACRE) 9.15 2.45 Life Technologies Project 10-Year, PRE-Project Condition Page 28 of 30 c RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 22.24 8.88 3.275 2 17.87 14.25 2.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.24 Tc(MIN.) = 8.88 TOTAL AREA(ACRES) =11.60 ' LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.24 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.24 /"•"•*> PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 9.32 I, LONGEST FLOWPATH FROM NODE 180.00 TO NODE 172.00 = 1380.20 FEET. * FLOW PROCESS FROM NODE 172.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.88 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =22.24 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.53 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.24 9.53 3.128 11.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. Life Technologies Project 10-Year, PRE-Project Condition Page 29 of 30 C c ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 29.63 CONFLUENCE DATA ** Tc INTENSITY AREA •(MIN.) (INCH/HOUR) (ACRE) 11.09 2.837 12.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 47.71 9.53 3.128 2 49.80 11.09 2.837 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.80 Tc(MIN.) = TOTAL AREA(ACRES) = 24.20 11.09 FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« =====:=:========:============:==:=========:=:==============:===:========:================ ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.91 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.80 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1846.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 24.20- 49.80 TC(MIN.11.10 END OF RATIONAL METHOD ANALYSIS Life Technologies Project 10-Year, PRE-Project Condition Page 30 of 30 c c c **************************** ***************************************************************^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY * J 15767-C * LIFE TECHNOLOGIES PROJECT * 100-Year (Pre-Project Condition) ******************************************* FILE NAME: C:\AES\100.DAT TIME/DATE OF STUDY: 09:09 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE (INCH) =4.00 • SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSS FALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 Life Technologies Project 100-Year, PRE-Project Condition • Page 1 of 30 c c INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(WIN.) = 2.03 Tc(MIN.) = 6.45 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 250.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 6.45 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.038 *USER SPECIFIED(SUBAREA): Life Technologies Project 100-Year, PRE-Project Condition Page 2 of 30 c c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7611 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 4.14 TC(MIN.) = 6.45 *************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.10 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 302.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.913 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 7.39 TC(MIN.) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.39 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 416.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.697 Life Technologies Project 100-Year, PRE-Project Condition Page 3 of 30 c *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 10.10 TC(MIN.) = 7.06 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =10.10 PIPE TRAVEL TIME(MIN-) = 0.18 Tc(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 471.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.603 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8164 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 12.81 TC(MIN.) = 7.24 *^************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.60 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.81 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 524.90 FEET. *********************************************************i FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 100-Year, PRE-Project Condition Page 4 of 30 c c 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.525 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8231 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 14.55 TCfMIN.) = 7.40 ******************************************************************, FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< . >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.33 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.55 PIPE TRAVEL TIME(WIN.) = 0.02 TcfMIN.) =7.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 530.90 FEET. ********************************************************************* FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.517 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8121 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 14.79 TC(MIN.) = 7.41 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.79 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 685.50 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 100-Year, PRE-Project Condition Page 5 of 30 c c 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.310 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8191 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 16.31 TC(MIN.) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.310 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 18.76 TC(MIN.) = 7.87 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« =====:===:======== ====1======^^=====:^======:^====== =========================== =£5======== =5:=== ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.76 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 748.50 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.236 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8092 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 4.85 TOTAL RUNOFF(CFS) = 20.55 TC(MIN.) =8.04 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 100-Year, PRE-Project Condition Page 6 of 30 »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« o ELEVATION DATA: UPSTREAM (FEET) = 234.32 DOWNSTREAM ( FEET ) = 233.65 FLOW LENGTH (FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 6.14 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 20.55 PIPE TRAVEL TIME(MIN-) = 0.37 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 885.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 5.085 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 'S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8149 SUBAREA AREA (ACRES) = 0.50 SUBAREA RUNOFF (CFS) = 2.21 TOTAL AREA (ACRES) = 5.35 TOTAL RUNOFF (CFS) = 22.17 TC(MIN.) = 8.41 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 5.085 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL /COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8051 SUBAREA AREA (ACRES) = 0.55 SUBAREA RUNOFF (CFS) = 1.99 TOTAL AREA (ACRES) = 5.90 TOTAL RUNOFF (CFS) = 24.16 TC(MIN.) = 8.41 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.16 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 974.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 Life Technologies Project 100-Year, PRE-Project Condition Page 7 of 30 c c >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =• 4.998 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8082 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 25.05 TC(MIN.) = 8.64 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.05 PIPE TRAVEL TIME(MIN-) = 0.21 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1057.50 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.920 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8137 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 27.22 TC(MIN.) = 8.86 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.920 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8066 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 28.97 TC(MIN.) = 8.86 ******************************************•> FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41 — __ — — __ — — — _,— — — — ,— — — — — _ _ ___»__« _ _ _- — _ _ *_ ___ — _ _ — _ — _ — _ _ — _ _ _ — — _ _ __ — _ _ _ — __•___ _ _ _ — -_ _ _ Life Technologies Project 100-Year, PRE-Project Condition Page 8 of 30 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« C ELEVATION DATA: UPSTREAM (FEET) = 232.69 DOWNSTREAM (FEET) = 232.27 FLOW LENGTH (FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6.73 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 28.97 PIPE TRAVEL TIME(MIN-) = 0.21 Tc(MIN.) = 9.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.847 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8079 SUBAREA AREA (ACRES) = 0.15 SUBAREA RUNOFF (CFS) = 0.63 TOTAL AREA (ACRES) = 7.45 TOTAL RUNOFF (CFS) = 29.17 TC(MIN.) = 9.06 FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.69 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.17 PIPE TRAVEL TIME(MIN-) = 0.07 Tc(MIN.) =9.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1174.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.823 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8032 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 29.25 TC(MIN.) = 9.13 ********************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 41 Life Technologies Project 100-Year, PRE-Project Condition Page 9 of 30 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« C ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.25 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) =9.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =9.49 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 7.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.25 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) = 245.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 6'. 090 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.00 DOWNSTREAM(FEET) = . 240.70 CHANNEL LENGTH THRU SUBAREA(FEET)= 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.351 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.81 Life Technologies Project 100-Year, PRE-Project Condition Page 10 of 30 c TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.69 . TcfMIN.) = 7.78 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.18 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.05 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 310.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE 115.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = 232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.29 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.40 PIPE TRAVEL TIME(WIN.) = 0.03 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 115.00 = 343.00 FEET. ************************************************ FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =7.81 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.25 9.49 4.706 7.55 2 3.40 7.81 5.338 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.46 7.81 5.338 2 32.25 9.49 4.706 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 32.25 Tc(MIN.) = 9.49 TOTAL AREA(ACRES) = 8.35 Life Technologies Project 100-Year, PRE-Project Condition Page 11 of 30 c LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1317.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 231.13 DOWNSTREAM (FEET) = 230.55 FLOW LENGTH (FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 6.86 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 32.25 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1434.90 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 230.45 DOWNSTREAM (FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS .22.6 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 6.89 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 32.25 PIPE TRAVEL TIME(MIN.) = 0.45 TcfMIN.) = 10.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1619.10 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.486 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036 SUBAREA AREA (ACRES) = 0.15 SUBAREA RUNOFF (CFS) = 0.59 TOTAL AREA (ACRES) = 8.50 TOTAL RUNOFF (CFS) = 32.25 TC(MIN.) = 10.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 229.20 DOWNSTREAM ( FEET ) = 227.34 FLOW LENGTH (FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12.25 Life Technologies Project 100-Year, PRE-Project Condition Page 12 of 30 o GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.25 PIPE TRAVEL TIME(WIN.) = 0.11 Tc(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 118.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.455 *USER SPECIFIED{SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8067 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.27 ' TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 32.70 TC(MIN.) = 10.33 ******************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 227.34 DOWNSTREAM (FEET) = 225.16 FLOW LENGTH (FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 12.29 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 32.70 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 10.46 RAINFALL INTENSITY (INCH/HR) = 4.42 TOTAL STREAM AREA (ACRES) = 9.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 32.70 FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH ( FEET) - 50.00 UPSTREAM ELEVATION (FEET) = 243.90 DOWNSTREAM ELEVATION (FEET) = 242.90 Life Technologies Project 100-Year, PRE-Project Condition Page 13 of 30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 3.68 TC(MIN.) = 2.83 FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« C ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN-) = 1.27 Tc(MIN.) = 4.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) =4.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 7.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 250.00 FEET. FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 Life Technologies Project 100-Year, PRE-Project Condition Page 14 of 30 o ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN-) = 0.11 Tc(MIN.) = 4.21 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 143.00 = 314.70 FEET. **************************************************v FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 9.77 TC(MIN.) = 4.21 FLOW PROCESS FROM NODE 143.00 TO NODE 119.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.90 DOWNSTREAM(FEET) = 225.80 FLOW LENGTH(FEET) = 32.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.70 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =9.77 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 4.23 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 119.00 = 347.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.23 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.70 10.46 4.420 9.10 2 9.77 4.23 7.114 1.60 Life Technologies Project 100-Year, PRE-Project Condition Page 15 of 30 c o RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.09 4.23 7.114 2 38.77 10.46 4.420 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.77 Tc{MIN.) = 10.46 TOTAL AREA(ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1794.70 FEET. v**************************** * * ******************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 225.16 DOWNSTREAM(FEET) = 224.05 FLOW LENGTH(FEET) = 40.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.72 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.77 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« ************* *************************! FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.930 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 ******************************************************************v FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« Life Technologies Project 100-Year, PRE-Project Condition Page 16 of 30 c >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.869 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH (FEET) = Tc(MIN.) = 5.28 SUBAREA AREA (ACRES) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA (ACRES) = 1.90 0.15 TRAVEL TIME (MIN 235.25 0.0221 SUBAREA RUNOFF(CFS) = 0.848 PEAK FLOW RATE(CFS) = 48 35 10.51 11.07 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 2.97 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 =400.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 120.00 IS CODE = 41 C »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 224.05 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.72 GIVEN PIPE DIAMETER(INCH) = • 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.07 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.42 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 = 504.30 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.07 5.42 6.757 1.90 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 120.00 =504.30 FEET. C ** MEMORY BANK # 1 STREAM RUNOFF NUMBER (CFS) 1 38.77 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 10.51 4.406 10.70 LONGEST FLOWPATH FROM NODE ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc 100.00 TO NODE INTENSITY 120.00 = 1835.20 FEET. Life Technologies Project 100-Year, PRE-Project Condition Page. 17 of 30 c c NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.06 5.42 6.757 2 45.99 10.51 4.406 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.99 Tc(MIN.) = 10.51 TOTAL AREA (ACRES) = 12.60 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« t*********************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) =245.50 ELEVATION DIFFERENCE (FEET) ••= 1;80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.41 ***********************************************************! FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.45 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0184 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.011 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.75 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 6.49 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 3.83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.817 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 4.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 = 270.00 FEET. Life Technologies Project 100-Year, PRE-Project Condition Page 18 of 30 r******* ********************•, FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« c ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.17 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 163.00 = 393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.17 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.10 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 452.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.674 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 4.43 TC(MIN.) = 7.10 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.43 Life Technologies Project 100-Year, PRE-Project Condition Page 19 of 30 c PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.20 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 165.00 = 486.50 FEET. ********************^**^***************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.621 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8390 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 6.84 TC(MIN.) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.96 DOWNSTREAM(FEET) = 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.84 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 166.00 = 595.0.0 FEET. FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.482 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 12.73 TC(MIN.) = 7.49 FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.74 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 Life Technologies Project 100-Year, PRE-Project Condition Page 20 of 30 c c PIPE-FLOW(CFS) = 12.73 PIPE TRAVEL TIME(WIN.) = 0.20 Tc(MIN.) = 7.69 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 167.00 = 689.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =7.69 RAINFALL INTENSITY(INCH/HR) =5.39 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS} AT CONFLUENCE = 12.73 FLOW PROCESS FROM NODE 180.00 TO NODE 181.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) =50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) =1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 100 YEAR RAINFALL INTENSITY(INCH/HOUR)' = 5.441 SUBAREA RUNOFF(CFS) =0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 12.07 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.69 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 1.97 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.16 Life Technologies Project 100-Year, PRE-Project Condition Page 21 of 30 c c LONGEST FLOWPATH FROM NODE 180.00 TO NODE 182.00 = 320.00 FEET. ********************************** *.•* ********************! FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.06 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES.= 1 PIPE-FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.28 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 183.00 = 434.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 183.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.984 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 2.93 TC(MIN.) = 12.28 *************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 235.83 FLOW LENGTH(FEET) = 76.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 510.70 FEET. k************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.921 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 Life Technologies Project 100-Year, PRE-Project Condition Page 22 of 30 c TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 3.02 TC(MIN.) = 12.59 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.83 DOWNSTREAM(FEET) = 235.24 FLOW LENGTH(FEET) = 83.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.27 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.02 PIPE TRAVEL TIME(MIN-) = 0.32 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 185.00 = 593.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 3.11 TC(MIN.) = 12.91 FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.24 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 41.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.11 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.08 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 186.00 = 635.20 FEET. ***************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.826 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 Life Technologies Project 100-Year, PRE-Project Condition Page 23 of 30 SUBAREA AREA(ACRES) = 0.60 TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 13.08 SUBAREA RUNOFF(CFS) = 0.80 TOTAL RUNOFF(CFS) = 3.88 r**************** FLOW PROCESS FROM NODE 186.00 TO NODE 187.00 IS CODE 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.88 PIPE TRAVEL TIME(WIN.) = 0.09 Tc(MIN.) = 13.17 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 187.00 = 660.20 FEET. ****> FLOW PROCESS FROM NODE t******* 187.00 TO NODE 167.00 IS CODE = 41 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.88 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.37 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.73 7.69 5.388 2.75 2 3.88 13.37 3.772 2.90 o RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Life Technologies Project 100-Year, PRE-Project Condition Page 24 of 30 o o STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.96 7.69 5.388 2 12.79 13.37 3.772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.96 Tc(MIN.) = 7.69 TOTAL AREA(ACRES) = 5.65 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 167.00 = 732.20 FEET. FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = 233.04 FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.31 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 168.00 = 769.60 FEET. FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.349 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6093 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.99 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 21.84 TC(MIN.) =7.78 FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.84 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) =8.13 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 169.00 = 950.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 81 Life Technologies Project 100-Year, PRE-Project Condition Page 25 of 30 o >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.197 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6335 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 24.53 TC(MIN.) = 8.13 ************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 170.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.12 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.53 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 180.00 TO'NODE 170.00 = 1042.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.129 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6737 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 7.41 TOTAL AREA(ACRES) = 9.15 TOTAL RUNOFF(CFS) = 31.62 TC(MIN.) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 171.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) <= 229.22 DOWNSTREAM(FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.67 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.62 PIPE TRAVEL TIME(MIN-) = 0.20 Tc(MIN.) = 8.50 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 Life Technologies Project 100-Year, PRE-Project Condition Page 26 of 30 c c >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.50 RAINFALL INTENSITY(INCH/HR) = 5.05 TOTAL STREAM AREA(ACRES) = 9.15 PEAK FLOW RATE(CFS)'AT CONFLUENCE = 31.62 FLOW PROCESS FROM NODE 190.00 TO NODE 191.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.50 DOWNSTREAM ELEVATION(FEET) =248.90 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.983 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.875 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 248.90 DOWNSTREAM(FEET) = 237.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE = 0.0305 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.809 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.33 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.51 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 13.17 SUBAREA AREA(ACRES) = 2.25 SUBAREA RUNOFF(CFS) = 3.94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.451 TOTAL AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) = 4.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC. ) = 1.87 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 192.00 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 171.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 100-Year, PRE-Project Condition Page 27 of 30 >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.10 DOWNSTREAM(FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 171.00 = 619.00 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 171.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) =3.71 TOTAL STREAM AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) -^ 1 31.62 8.50 5.050 9.15 r. 2 4.21 13.74 3.707 2.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.23 8.50 5.050 2 27.42 13.74 3.707 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.23 Tc(MIN.) = 8.50 TOTAL AkEA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 171.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.25 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 220.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.21 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.23 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.90 Life Technologies Project 100-Year, PRE-Project Condition Page 28 of 30 c LONGEST FLOWPATH FROM NODE 180.00 TO NODE 172.00 = 1380.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 120.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH(FEET) = 98.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.90 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =34.23 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.09 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. ******************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.23 9.09 4.839 11.60 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 120.00 = 1479.10 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) .(INCH/HOUR) (ACRE) 1 45.99 10.51 4.406 12.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1835.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 74.01 9.09 4.839 2 77.16 10.51 4.406 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = • 77.16 Tc(MIN.) =10.51 TOTAL AREA(ACRES) =24.20 **************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.68 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.16 Life Technologies Project 100-Year, PRE-Project Condition Page 29 of 30 c PIPE TRAVEL TIME(MIN-) = 0.01 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1846.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 10.52 PEAK FLOW RATE(CFS) = 77.16 END OF RATIONAL METHOD ANALYSIS c Life Technologies Project 100-Year, PRE-Project Condition Page 30 of 30 APPENDIX B Basin 1000: 2-Year, 10-Year, 100-Year 6-Hour Modified Rational Method Analyses (Post-Project Condition) BEFORE DETENTION C c r******************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** * J 15767-E * * LIFE TECHNOLOGIES * * 2-Year (Post-Project Condition - BEFORE DETENTION) * ************************************************************************** FILE NAME: C:\1000-2.DAT TIME/DATE OF STUDY: 10:15 03/09/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« C *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 1 of 41 c S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.413 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.21 *************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) =0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.34 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 6.90 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.37 AREA-AVERAGE RUNOFF COEFFICIENT =0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 250.00 FEET. FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.66 TC(MIN.) =6.90 *************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 2 of 41 c *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER {AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7611 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.91 TC(MIN.) = 6.90 ****************************************************•> FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.29 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.91 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) =7.17 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 302.50 FEET. FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.715 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 3.39 TC(MIN.) = 7.17 FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.74 . DOWNSTREAM(FEET) = 236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =3.39 PIPE TRAVEL TIME(MIN-) = 0.49 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 416.50 FEET. FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 3 of 41 c c 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.602 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 4.61 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.61 PIPE TRAVEL TIMEfMIN.) = 0.22 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 471.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ===;====:= =====:&====:»====:=£==============:^====:^ =======::======:=================:=::=:=======: 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.554 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) - 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8164 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.84 TC(MIN.) = 7.88 ***************************************************************** *•* ********* FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN-) = 0.20 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 524.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 4 of 41 ====*== =fc at == c 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.514 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8231 SUBAREA AREA (ACRES) = 0.40 SUBAREA RUNOFF (CFS) = 0.87 TOTAL AREA (ACRES) = 3.20 TOTAL RUNOFF (CFS) = 6.62 TC(MIN.) = 8.08 FLOW PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.62 PIPE TRAVEL TIME{MIN.) = 0.02 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.00 = 530.90 FEET. FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.510 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8121 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 6.73 TC(MIN.) = 8.10 ************************************************** FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.73 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 = 685.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 5 of 41 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8191 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 7.38 TC(MIN.) = 8.66 FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 8.49 TC(MIN.) = 8.66 FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.49 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1009.00 = 748.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.366 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT.= .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8092 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 4.85 TOTAL RUNOFF(CFS) = 9.29 TC(MIN.) = 8.87 *********************************************************!FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 41 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 6 of 41 c c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.29 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 = 885.50 FEET. ************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8149 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 9.98 TC(MIN.) = 9.33 *************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8051 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 10.88 TC(MIN.) = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.24 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.88 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 9.62 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1011.00 = 974.50 FEET. FLOW PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS CODE = 81 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 7 of 41 c c c >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.246 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8082 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 11.26 TC(MIN.) = 9.62 FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.26 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.88 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1012.00 = 1057.50 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.208 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8137 SUBAREA AREA(ACRES) = 0.60' SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 12.21 TC(MIN.) = 9.88 ***************************************************************** -k.i FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.208 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8066 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 13.00 TC(MIN.) = 9.88 **************************************************-y FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 41 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 8 of 41 c c >»»COMPUTE PIPE-FLOW TRAVEL. TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.00 PIPE TRAVEL TIME(MIN.) = 0.26 Tc{MIN.) = 10.14 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1013.00 = 1141.50 FEET. FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.171 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8079 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 13.07 TC(MIN.) = 10.14 ******************************************************************•; FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 232.27 DOWNSTREAM (FEET) = 232.04 FLOW LENGTH (FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 6.21 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 13.07 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.22 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1014.00 = 1174.20 FEET. FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.159 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8032 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 13.10 TC(MIN.) = 10.22 t************** ************************************************** Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) . Page 9 of 41 ~^ FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 41 ^•^ »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« c ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.10 PIPE TRAVEL TIME(MIN.) = 0.43 Tc{MIN.) = 10.66 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. *****************************•************************< FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 7.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.10 FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 246.50 DOWNSTREAM ELEVATION (FEET) = 245.00 ELEVATION DIFFERENCE (FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW (MIN.) = "6.090 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.016 SUBAREA RUNOFF (CFS) =0.12 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.12 FLOW PROCESS FROM NODE 1031.00 TO NODE 1032.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ^= =========:=:===;== :=====:=====:=====z=====±=^===:^ :=====:===== = ==^:======±^== =============== ELEVATION DATA: UPSTREAM (FEET) = 245.00 DOWNSTREAM (FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA (FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH (FEET) = 0.50 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.493 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) 'Page 10 of 41 c c TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.85 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.07 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME{MIN.) = 2.09 Tc(MIN.) = 8.18 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.48 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1032.00 = 310.00,FEET. FLOW PROCESS FROM NODE 1032.00 TO NODE 1015.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 240.97 DOWNSTREAM (FEET) = 232.10 FLOW LENGTH (FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 14.67 GIVEN PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.22 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1015.00 = 343.00 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 8.22 RAINFALL INTENSITY (INCH/HR) = 2.49 TOTAL STREAM AREA (ACRES) = 0.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.10 10.66 2.102 7.55 2 1.59 8.22 2.485 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.69 8.22 2.485 2 14.44 10.66 2.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 14.44 Tc(MIN.) = 10.66 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) .Page 11 of 41 c c TOTAL AREA(ACRES) = 8.35 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. ***************************************************************** *•* ********* FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 231.13 DOWNSTREAM(FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =5.62 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN-) = 0.35 Tc(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1016.00 = 1434.90 FEET. FLOW PROCESS FROM NODE 1016.00 TO NODE 1017.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.45 DOWNSTREAM(FEET) = 229.53 FLOW LENGTH(FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.55 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1017.00 = 1619.1.0 FEET. ***************************************************** FLOW PROCESS FROM NODE 1017.00 TO NODE 1017.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 14.44 TC(MIN.) = 11.55 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 1017.00 TO NODE 1018.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.4 INCHES Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 12 of 41 PIPE-FLOW VELOCITY (FEET/SEC.) = 9.78 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) =14.44 PIPE TRAVEL TIME (WIN.) = 0.14 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.00 = 1699.90 FEET. FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.981 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8067 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF (CFS) = 1.01 TOTAL AREA (ACRES) = 9.10 TOTAL RUNOFF (CFS) = 14.54 TC(MIN.) = 11.69 **************************************************************************** FLOW PROCESS FROM NODE 1018.00 TO NODE 1019.00 IS CODE = 41. >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« =====:=^:==:=:==:=========r=============:=========:=:=^==^:= =::=:========:==:&====:=: ========;==:======:=: ELEVATION DATA: UPSTREAM (FEET) = 227.34 DOWNSTREAM (FEET) = 225.17 FLOW LENGTH (FEET) = 43.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 12.88 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) =14.54 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.74 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1743.59 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.10 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 225.17 DOWNSTREAM(FEET) = 224.46 FLOW LENGTH(FEET) = 71.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.54 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.91 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1815.41 FEET. ***************************************************************** *•* ********* FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 1 >»»DESIGNATE 'INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) •Page 13 of 41 o c TIME OF CONCENTRATION(MIN.) = 11.91 RAINFALL INTENSITY(INCH/HR) = 1.96 TOTAL STREAM AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.54 ************** ************************************************************* FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 ELEVATION DIFFERENCE(FEET) =1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ===£========================================£======:================== 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.77 TC(MIN.) = 2.83 *************************************************************! FLOW PROCESS FROM NODE 1041.00 TO NODE 1042.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = . 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.27 TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 4.36 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 14 of 41 c o SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET/SEC.) = 2.35 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1042.00 = 250.00 FEET. ************************************* *.* ************************************* FLOW PROCESS FROM NODE 1042.00 TO NODE 1043.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ==== = = ==:=========::====:;=;=========== ===== 3============:====================:===:=============== ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.81 PIPE TRAVEL TIME(MIN-) = 0.15 Tc(MIN.) = 4.51 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1043.00 = 314.70 FEET. FLOW PROCESS FROM NODE 1043.00 TO NODE 1043.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ===:==:======:=:============================================:======= = ============== 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.'S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.70 TC(MIN.) = 4.51 ******************************************************************* FLOW PROCESS FROM NODE 1043.00 TO NODE 1019.10 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.60 DOWNSTREAM(FEET) = '226.64 FLOW LENGTH(FEET) = 15.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.15 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.70 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.52 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1019.10 = 330.10 FEET. FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 15 of 41 c >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 4.52 RAINFALL INTENSITY (INCH/HR) = 3.43 TOTAL STREAM AREA (ACRES) =1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.54 11.91 1.957 9.10 2 4.70 4.52 3.425 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.01 4.52 3.425 2 17.23 11.91 1.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 17.23 Tc(MIN.) =11.91 TOTAL AREA (ACRES) = 10.70 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1815.41 FEET. FLOW PROCESS FROM NODE 1019.10 TO NODE 1074.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« . ELEVATION DATA: UPSTREAM (FEET) = 224.30 DOWNSTREAM (FEET) = 224.22 FLOW LENGTH (FEET) = 8.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 8.07 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) =17.23 PIPE TRAVEL TIME (MIN.) = 0.02 Tc(MIN.) = 11.93 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 = 1823.41 FEET. ************************************************** *.* ********* FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL /COMMERCIAL RUNOFF COEFFICIENT = .5700 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 16 of 41 c c S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 247.30 DOWNSTREAM ELEVATION (FEET) = 245.50 ELEVATION DIFFERENCE (FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 2 YEAR RAINFALL INTENSITY (INCH/HOUR) =3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) =0.20 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.28 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0192 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.825 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIMEfMIN.) = 2.34 Tc(MIN.) = 6.74 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.817 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 1.96 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1062.00 = 270.00 FEET. FLOW PROCESS FROM NODE 1062.00 TO NODE 1063.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1063.00 = 393.00 FEET. FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 17 of 41 c ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =1.96 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1064.00 = 452.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.640 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.49 FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ===:^=====z:^==z= ====;===:s==:s;==K======:=======:====================:====:========:==:=======:======:===== ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1065.00 = 486.50 FEET. FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.611 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8390 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 3.18 TC(MIN.) = 7.62 FLOW PROCESS FROM NODE 1065.00 TO NODE 1066.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 18 of 41 c >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 235.96 DOWNSTREAM (FEET) = 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 5.22 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 3.18 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1066.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1066.00 TO NODE 1066.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) =2.537 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442 SUBAREA AREA (ACRES) = 1.30 SUBAREA RUNOFF (CFS) = 2.80 TOTAL AREA (ACRES) = 2.75 TOTAL RUNOFF (CFS) = 5.89 TC(MIN.) = 7.96 FLOW PROCESS FROM NODE 1066.00 TO NODE 1067.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« =====:=======:=;=:=====:======:========s========================:==:=====:=;======== ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =6.31 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =5.89 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1067.00 = 689.80 FEET. ************************************************************************v FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.89 ************************************************************************> FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 19 of 41 o *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.620 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) =0.18 **************************************************************************** FLOW PROCESS FROM NODE 1081.00 TO NODE 1082.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 10.0.0 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.831 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 246.30 0.0163 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 13.20 SUBAREA AREA(ACRES) = 1.20 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 1.40 0.06 TRAVEL TIME(MIN.) 80 63 SUBAREA RUNOFF(CFS) = 0.350 PEAK FLOW RATE(CFS) = 0.77 0.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1082.00 =320.00 FEET. **************** FLOW PROCESS FROM NODE 1082.00 TO NODE r******************************** 1083.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1083.00 = 434.00 FEET. c FLOW PROCESS FROM NODE 1083.00 TO NODE 1083.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 20 of 41 O 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.808 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 1.33 TC(MIN.) = 13.47 FLOW PROCESS FROM NODE 1083.00 TO NODE 1084.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 201.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.34 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 1.01- Tc(MIN.) = 14.47 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1084.00 = 635.20 FEET. o **************************************************************************** FLOW PROCESS FROM NODE 1084.00 TO NODE 1084.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.726 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 1.69 TC(MIN.) = 14.47 ************************************************* FLOW PROCESS FROM NODE 1084.00 TO NODE 1085.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.63 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.69 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1085.00 = 660.20 FEET. FLOW PROCESS FROM NODE 1085.00 TO NODE 1067.00 IS CODE = 41 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 21 of 41 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 1.69 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 14.84 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE ***************************** 1067.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 14.84 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 2 ARE: C ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.89 8.21 2.487 2.75 2 1.69 14.84 1.698 2.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.83 8.21 2.487 2 5.71 14.84 1.698 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.83 Tc{MIN.) = 8.21 TOTAL AREA(ACRES) = 5.55 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 732.20 FEET. ***************************v t****** FLOW PROCESS FROM NODE 1067.00 TO NODE 1068.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE'IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.83 233.04 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 22 of 41 c PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.32 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1068.00 = 769.60 FEET. FLOW PROCESS FROM NODE 1068.00 TO NODE 1068.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) =2.467 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6124 SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 1.75 TOTAL AREA (ACRES) = 6.55 TOTAL RUNOFF (CFS) = 9.90 TC(MIN.) = 8.32 FLOW PROCESS FROM NODE 1068.00 TO NODE 1069.00 IS CODE = 41' >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = 230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.90 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.76 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1069.00 = 950.60 FEET. FLOW PROCESS FROM NODE 1069.00 TO NODE 1069.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.386 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6293 SUBAREA AREA (ACRES) = 0.50 SUBAREA RUNOF.F(CFS) = 1.01 TOTAL AREA(ACRES) = 7.05 TOTAL RUNOFF(CFS) = 10.59 TC(MIN.) = 8.76 FLOW PROCESS FROM NODE 1069.00 TO NODE 1070.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.31 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 23 of 41 c c PIPE-FLOW (CFS) = 10.59 PIPE TRAVEL TIME(MIN-) = 0.21 Tc(MIN.) = 8.97 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1070.00 = 1042 . 20. FEET . FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.350 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL /COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6722 SUBAREA AREA (ACRES) = 1.70 SUBAREA RUNOFF (CFS) = 3.40 TOTAL AREA(ACRES) = 8.75 TOTAL RUNOFF(CFS) = 13.82 TC(MIN.) = 8.97 FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 229.22 DOWNSTREAM (FEET) = 227.75 FLOW LENGTH (FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 7.88 GIVEN PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 13.82 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. FLOW PROCESS FROM NODE- 1071.00 TO NODE 1071.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 9.21 RAINFALL INTENSITY (INCH/HR) = 2.31 TOTAL STREAM AREA (ACRES) = 8.75 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.82 FLOW PROCESS FROM NODE 1090.00 TO NODE 1091.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.50 DOWNSTREAM ELEVATION(FEET) = 248.90 ELEVATION DIFFERENCE(FEET) = 0.60 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 24 of 41 c SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.983 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.347 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.16 FLOW PROCESS FROM NODE 1091.00 TO NODE 1092.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 248.90 DOWNSTREAM(FEET) = 237.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 CHANNEL SLOPE = 0.0322 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.625 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.87 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 6.90 Tc(MIN.) = 15.88 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.52 AREA-AVERAGE RUNOFF COEFFICIENT = 0.436 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 0.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 1090.00 TO NODE 1092.00 = 410.00 FEET. FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =1.625 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4424 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 1.25 TOTAL RUNOFF(CFS) = 0.90 TC(MIN.) = 15.88 FLOW PROCESS FROM NODE 1092.00 TO NODE 1071.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET)= 230.10 DOWNSTREAM(FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.55 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.90 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 25 of 41 c PIPE TRAVEL TIME(MIN.) = 0.89 TcfMIN.) = 16.77 LONGEST FLOWPATH FROM NODE 1090.00 TO NODE 1071.00 = 599.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1071.00 TO NODE 1071.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« ====================================:========:======= :s===========:== ================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.77 RAINFALL INTENSITY(INCH/HR) = 1.57 TOTAL STREAM AREA(ACRES) =1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.82 9.21 2.309 8.75 2 0.90 16.77 1.569 1.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.32 9.21 2.309 2 10.29 16.77 1.569 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.32 Tc(MIN.) =9.21 TOTAL AREA(ACRES) = 10.00 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 228.25 DOWNSTREAM(FEET) = 227.49 FLOW LENGTH(FEET) = 39.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.15 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.32 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1072.00 = 1199.40 FEET. FLOW PROCESS FROM NODE 1072.00 TO NODE 1072.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.297 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 26 of 41 c *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL .RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6475 SUBAREA AREA (ACRES) = 0.20 SUBAREA RUNOFF (CFS) = 0.39 TOTAL AREA (ACRES) = 10.20 TOTAL RUNOFF (CFS) = 15.17 TC(MIN.) = 9.29 FLOW PROCESS FROM NODE 1072.00 TO NODE 1073.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 227.49 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 178.83 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.28 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.17 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) =9.65 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1073.00 = 1378.23 FEET. FLOW PROCESS FROM NODE' 1073.00 TO NODE 1074.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.25 FLOW LENGTH(FEET) = 76.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.17 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.83 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1074.00 = 1454.86 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.17 9.83 2.215 10.20 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1074.00 = 1454.86 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.23 11.93 1.955 10.70 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 = 1823.41 FEET. ** PEAK FLOW RATE TABLE Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) •Page 27 of 41 STREAM NUMBER 1 2 RUNOFF (CFS) 29.37 30.62 Tc (MIN.) 9.83 11.93 INTENSITY (INCH/HOUR) 2.215 1.955 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.62 Tc(MIN.) = TOTAL AREA(ACRES) = 20.90 11.93 FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE 1100.00 TO NODE ************** 1101.00 IS CODE = 21 c >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« =:===========:====:= *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.90 DOWNSTREAM ELEVATION(FEET) = 248.10 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) ,8500 2.076 = 3.425 5-MINUTE. 0.29 FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 51 C >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 248.10 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 435.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH (FEET) = 0.50 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.599 *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC AVERAGE FLOW DEPTH (FEET) = 0.24 TRAVEL TIME (MIN Tc(MIN.) = 7.67 SUBAREA AREA (ACRES) = 0.75 SUBAREA RUNOFF (CFS) = AREA-AVERAGE RUNOFF COEFFICIENT = 0.788 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE (CFS) = 238.32 0.0225 1.08 )30 59 1.52 1.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) =1.52 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 28 of 41 c c c LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1102.00 = 485.00 FEET. ************************************************************************j FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.53 DOWNSTREAM(FEET) = 234.85 FLOW LENGTH(FEET) = 68.34 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.74 PIPE TRAVEL TIME(MIN-) = 0.25 Tc(MIN.) = 7.92 LONGEST FLOWPATH FROM NODE 1100.00. TO NODE 1103.00 = 553.34 FEET. FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.547 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7975 SUBAREA AREA (ACRES) = 0.15 SUBAREA RUNOFF (CFS) = 0.32 TOTAL AREA (ACRES) = 1.00 TOTAL RUNOFF (CFS) = 2.03 TC(MIN.) = 7.92 FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.77 DOWNSTREAM(FEET) = 232.13 FLOW LENGTH(FEET) = 112.15 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.20 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1104.00 = 665.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.20 RAINFALL INTENSITY(INCH/HR) =2.49 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 29 of 41 c FLOW PROCESS FROM NODE 1120.00 TO NODE 1121.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 240.10 DOWNSTREAM ELEVATION(FEET) = 239.50 ELEVATION DIFFERENCE(FEET) =0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.994 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.29 FLOW PROCESS FROM NODE 1121.00 TO NODE 1104.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 239.50 DOWNSTREAM(FEET) = 236.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 154.00 CHANNEL SLOPE = 0.0214 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE:'RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.99 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN-) = 1.29 Tc(MIN.) = 4.28 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.44 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.13 LONGEST FLOWPATH FROM NODE 1120.00 TO NODE 1104.00 = 204.00 FEET. **************************************************************************! FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7037 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) •Page 30 of 41 c SUBAREA AREA(ACRES) = 0.15 TOTAL AREA(ACRES) = 0.40 TC(MIN.) = 4.28 SUBAREA RUNOFF(CFS) = 0.24 TOTAL RUNOFF(CFS) = 0.96 FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.28 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.03 8.20 2.489 1.00 2 0.96 4.28 3.425 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. C ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.02 4.28 3.425 2 2.73 8.20 2.489 COMPUTED CONFLUENCE- ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.73 Tc(MIN.) = 8.20 TOTAL AREA(ACRES) = 1.40 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1104.00 665.49 FEET. t******* FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« • ELEVATION DATA: UPSTREAM(FEET) = 232.13 DOWNSTREAM(FEET) = 230.85 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.89 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1105.00 = 724.49 FEET. C FLOW PROCESS FROM NODE 1105.00 TO NODE >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <«« ******************* 1105.00 IS CODE = 10 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 31 of 41 c c************************************** FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 250.10 DOWNSTREAM ELEVATION(FEET) = 247.95 ELEVATION DIFFERENCE(FEET) = 2.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.957 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) =0.29 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 1131.00 TO NODE 1132.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 247.95 DOWNSTREAM(FEET) = . 244.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 165.00 CHANNEL SLOPE = 0.0185 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.76 • AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN-) = 1.57 Tc(MIN.) = 3.52 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.29 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.58 END OF SUBAREA CHANNEL FLOW HYDRAULICS:. DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1132.00 = 215.0.0 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1132.00 TO NODE 1133.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 244.90 DOWNSTREAM(FEET) = 243.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 58.60 CHANNEL SLOPE = 0.0171 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 32 of 41 ^^ NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. m \^ c *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME{MIN.) = 0.83 Tc(MIN.) = 4.35 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.44 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1133.00 = 273.60 FEET. FLOW PROCESS FROM NODE 1133.00 TO NODE 1134.00 is CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 240.90 DOWNSTREAM(FEET) = 235.52 FLOW LENGTH(FEET) = 224.18 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH)= 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 5.02 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1134.00 = 497.78 FEET. FLOW PROCESS FROM NODE 1134.00 TO NODE 1134.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.02 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 FLOW PROCESS FROM NODE 1140.00 TO NODE 1141.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 244.50 DOWNSTREAM ELEVATION(FEET) = 243.50 ELEVATION DIFFERENCE(FEET) =1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.526 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 33 of 41 c NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) =0.29 FLOW PROCESS FROM NODE 1141.00 TO NODE c******************* 1142.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.50 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 114.50 CHANNEL SLOPE = CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 3.52 SUBAREA AREA(ACRES) = 0.10 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.20 0.09 TRAVEL TIME(MIN.) 1. 0. 92 99 241.00 0.0218 SUBAREA RUNOFF(CFS) = 0.850 PEAK FLOW RATE(CFS) = 0.29 0.58 C END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.09 LONGEST FLOWPATH FROM NODE 1140.00 TO NODE 1142.00 =164.50 FEET. FLOW PROCESS FROM NODE 1142.00 TO NODE 1134.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 76.50 CHANNEL SLOPE CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 4.53 SUBAREA AREA(ACRES) = 0.15 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0.35 0.32 TRAVEL TIME(WIN. 26 01 239.42 0.0207 SUBAREA RUNOFF(CFS) = 0.850 PEAK FLOW RATE(CFS) = 0.44 1.02 C END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 1140.00 TO NODE 1134.00 =241.00 FEET. Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 34 of 41 c FLOW PROCESS FROM NODE 1134.00 TO NODE 1134.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.53 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.02 5.02 3.415 0.35 2 1.02 4.53 3.425 0.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.94 4.53 3.425 2 2.03 5.02 3.415 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.03 Tc(MIN.) = 5.02 TOTAL AREA(ACRES) =0.70 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1134.00 = 497.78 FEET. FLOW PROCESS FROM NODE 1134.00 TO NODE 1135.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 235.44 DOWNSTREAM(FEET) = 232.30 FLOW LENGTH(FEET) = 143.07 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 ' PIPE-FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.38 TcfMIN.) = 5.40 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 640.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:W, . TIME OF CONCENTRATION(MIN.) = 5.40 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 35 of 41 RAINFALL INTENSITY(INCH/HR) = 3.26 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 *************************************************************************** FLOW PROCESS FROM NODE 1150.00 TO NODE 1151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.50 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.29 FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« =s=^===:= :=========:=======:====:=:=================== =====^===a===s===^==a===s======:=:=;=:= ============5==:=: ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 237.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0250 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.30 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 4.92 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.61 LONGEST FLOWPATH FROM NODE 1150.00 TO NODE 1152.00 = 290.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1152.00 TO NODE 1135.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 34.00 CHANNEL SLOPE = 0.0206 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 36 of 41 c CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.288 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.40 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 5.33 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 1150.00 TO NODE 1135.00 = 324.00 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.33 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) =0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 ** CONFLUENCE DATA ** STREAM ' RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.03 5.40 3.260 0.70 2 1.26 5.33 3.288 0.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.27 5.33 3.288 2 3.28 5.40 3.260 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.28 Tc(MIN.) = 5.40 TOTAL AREA(ACRES) = 1.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 640.85 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE 1105.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 37 of 41 c ELEVATION DATA: UPSTREAM(FEET) = 232.13 DOWNSTREAM(FEET) = .230.85 FLOW LENGTH(FEET) = 17.75 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.24 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) =5.43 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1105.00 = 658.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.28 5.43 3.249 1.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1105.00 = 658.6.0 FEET. ** MEMORY BANK t 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.73 8.34 2.461 1.40 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1105.00 = 724.49 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.06 5.43 3.249 2 5.22 8.34 2.461 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.22 Tc(MIN.) = 8.34 TOTAL AREA(ACRES) =2.55 **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1074.00 IS CODE = 31. >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 228.55 DOWNSTREAM(FEET) = 225.22 FLOW LENGTH(FEET) = 92.31 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.71 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =5.22 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.50 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1074.00 = 816.80 FEET. FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 38 of 41 c ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.22 8.50 2.432 2.55 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1074.00 = 816.80 FEET. ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 30.62 2 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 11.93 1.955 20.90 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 1823.41 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.05 8.50 2.432 2 34.81 11.93 1.955 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 34.81 Tc(MIN.) = TOTAL AREA (ACRES) = 23.45 11.93 FLOW PROCESS FROM NODE 1074.00 TO NODE 1020.00 IS CODE = 41 c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 223.20 DOWNSTREAM (FEET) = 223.05 FLOW LENGTH (FEET) = 17.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 8.60 GIVEN PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 34.81 PIPE TRAVEL TIME (MIN.) = 0.03 TcfMIN.) = 11.96 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1840.81 FEET. FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN. ) = 11.96 RAINFALL INTENSITY (INCH/HR) = 1.95 TOTAL STREAM AREA (ACRES) = 23.45 PEAK FLOW RATE (CFS) AT CONFLUENCE = 34.81 1 ARE: FLOW PROCESS FROM NODE ***************** 1050.00 TO NODE 1051.00 IS CODE = 21 c >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 39 of 41 c S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.047 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ss-ss==============:===============3============================================= ELEVATION DATA: UPSTREAM(FEET) = 243.10 DOWNSTREAM(FEET) = 236.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0154 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.879 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.08 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.19 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 6.54 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.59 AREA-AVERAGE RUNOFF COEFFICIENT = 0.846 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 2.47 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1052.00 = 510.00 FEET. FLOW PROCESS FROM NODE 1052.00 TO NODE 1020.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH(FEET) = 104.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.15 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.83 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) =6.76 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1020.00 = 614.30 FEET. FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 40 of 41 c TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.76 RAINFALL INTENSITY(INCH/HR) = 2.82 TOTAL STREAM AREA(ACRES) =0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.81 11.96 1.952 23.45 2 1.83 6.76 2.820 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.50 6.76 2.820 2 36.08 11.96 1.952 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.08 Tc(MIN.) = 11.96 TOTAL AREA(ACRES) = 24.20 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1840.81 FEET. **************************************************************** *•* ********* FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET) = 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =12.70 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.08 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1021.00 = 1852.11 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 11.97 PEAK FLOW RATE(CFS) = 36.08 END OF RATIONAL METHOD ANALYSIS Life Technologies Project 2-Year, POST-Project Condition (BEFORE DETENTION) Page 41 of 41 c *************r*******************-J t******** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 619-291-0707 Fax 619-291-4165 ************************** DESCRIPTION OF STUDY * J 15767-E * LIFE TECHNOLOGIES * 10-Year (Post-Project Condition - BEFORE DETENTION) r******* C FILE NAME: C:\1000-10.DAT TIME/DATE OF STUDY: 10:08 03/09/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********* FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« "USER SPECIFIED(SUBAREA): Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 1 of 41 c c OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.80 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN-) = 4.413 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.80 DOWNSTREAM(FEET) = 242.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.55 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) =. 2.15 Tc(MIN.) = 6.56 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.789 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 250.00 FEET. FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7475 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.38 TC(MIN.) = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1002.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 2 of 41 c c c 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7611 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.73 TC(MIN.) = 6.56 *************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« = ==============================:===;=:=:=====================:==:==:===::===:========== ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 236.74 FLOW LENGTH(FEET) = 52.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.65 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 302.50 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8068 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 4.86 TC(MIN.) = 6.80 ******************************************************************* FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.74 DOWNSTREAM(FEET) = -236.17 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.86 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 416.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 3 of 41 c c 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.735 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8244 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 6.62 TC(MIN.) = 7.24 ***********************************************•) FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ===:=====:========:============:=:=::===—=2===±==:===s===:==:=======a=====3: =====&=====:==:=:===£=:=== ELEVATION DATA: UPSTREAM(FEET) = 236.17 DOWNSTREAM(FEET) = 235.92 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.62 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 471.50 FEET. ********************************.******************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.668 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8164 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.39 TC(MIN.) =7.45 FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.82 DOWNSTREAM(FEET) = 235.54 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39 PIPE TRAVEL TIME(MIN-) = 0.18 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 524.90 FEET. ***************************************************************** * * ********* FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 4 of 41 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.613 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8231 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = '3.20 TOTAL RUNOFF(CFS) = 9.52 TC(MIN.) = 7.62 ***************************************< FLOW PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.54 DOWNSTREAM(FEET) = 235.50 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.52 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1007.00 = 530.90 FEET. ************************************************************************ FLOW PROCESS FROM NODE 1007.00 TO NODE 1007.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« =:====================±===±===±==:==:==::==========:===:===:==:========——=—=======;=== 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.608 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8121 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 9.67 TC(MIN.) =7.64 **************************************************************************** FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.50 DOWNSTREAM(FEET) = 234.74 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.67 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.15 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1008.00 = 685.5.0 FEET. \Ut/ FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 5 of 41 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« c 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.461 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8191 SUBAREA AREA (ACRES) = 0.45 SUBAREA RUNOFF (CFS) = 1.36 TOTAL AREA (ACRES) = 3.75 TOTAL RUNOFF (CFS) = 10.63 TC(MIN.) = 8.15 **************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« = =i:====:^=====z= :======= ======:===^=r= =============== = ================ :======= :=====:========:=========::=== 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.461 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030 SUBAREA AREA (ACRES) = 0.65 SUBAREA RUNOFF (CFS) = 1.60 TOTAL AREA (ACRES) = 4.40 TOTAL RUNOFF (CFS) = 12.23 TC(MIN.) = 8.15 FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.64 DOWNSTREAM(FEET) = 234.32 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.23 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1009.00 = 748.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.409 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8092 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 4.85 TOTAL RUNOFF(CFS) = 13.38 TC(MIN.) = 8.34 FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 41 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 6 of 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« c c ELEVATION DATA: UPSTREAM(FEET) = 234.32 DOWNSTREAM(FEET) = 233.65 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =13.38 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.76 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1010.00 = 885.50 FEET. FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.304 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8149 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 14.40 TC(MIN.) =8.76 • ' **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1010.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.304 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8051 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 15.69 TC(MIN.) = 8.76 **************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE "= 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.55 DOWNSTREAM(FEET) = 233.10 FLOW LENGTH(FEET) = 89.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.69 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1011.00 = 974.50 FEET. **************************************************************************** Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 7 of 41 c FLOW PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8082 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 16.25 TC(MIN.) = 9.01 FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.10 DOWNSTREAM(FEET) = 232.69 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.25 PIPE TRAVEL TIME(WIN.) = 0.24 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1012.00 = 1057.50 FEET. ^-vf **************************************************************************** ^"^" FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.189 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8137 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 17.64 TC(MIN.) = 9.25 **************************************************** FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< =:=======r=^=^========================i==========^===^=:==^====== ====^^====^==========S==^=== 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.189 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8066 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 18.78 C TC(MIN.) = 9.25 **************************************************************************** Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 8 of 41 c FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.69 DOWNSTREAM(FEET) = 232.27 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES.= 1 PIPE-FLOW(CFS) = 18.78 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.48 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1013;00 = 1141.50 FEET. FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8079 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 18.89 TC(MIN.) = 9.48 ************************************************************************* FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ====:E:^;====S====:^====^======:====:= ============:=:«:====—========== = :======!=:======:====;:=====:===:==== ELEVATION DATA: UPSTREAM(FEET) = 232.27 DOWNSTREAM(FEET) = 232.04 FLOW LENGTH(FEET) = 32.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.87 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.89 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.56 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1014.00 = 1174.20 FEET. FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.122 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8032 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 7.55 TOTAL RUNOFF(CFS) = 18.93 TC(MIN.) = 9.56 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 9 of 41 c c c **** FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 231.84 DOWNSTREAM(FEET) = 231.13 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.93 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. ******************************************************************•< FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN-) = 9.96 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 7.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 21. >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 246.50 DOWNSTREAM ELEVATION(FEET) = 245.00 ELEVATION DIFFERENCE(FEET) =1.50 SUBAREA OVERLAND TIME OF FLOW(MIN-) = 6.090 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.176 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 1031.00 TO NODE 1032.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.00 DOWNSTREAM(FEET) = 240.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0165 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.505 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 10 of 41 c c S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.28 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 7.99 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.795 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 2.66 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1032.00 = 310.00 FEET. FLOW PROCESS FROM NODE 1032.00 TO NODE 1015.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<«« ==:===—===—=====—:====&======== = ===:==========:=;=====::=::======================:==== ELEVATION DATA: UPSTREAM(FEET) = 240.97 DOWNSTREAM(FEET) = .232.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.19 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.23 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.02 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1015.00 = 343.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« ===s=======s:=:===== :=:===========:==:=====:=============================:========: ===^=======:====:==:=:===== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =8.02 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) =0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.93 9.96 3.041 7.55 2 2.23 8.02 3.496 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.49 8.02 3.496 2 20.87 9.96 3.041 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 11 of 41 c c PEAK FLOW RATE(CFS) = 20.87 Tc(MIN.) = 9.96 TOTAL AREA (ACRES) = 8.35 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1015.00 = 1317.20 FEET. FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 231.13 DOWNSTREAM (FEET) = 230.55 FLOW LENGTH(FEET) = 117.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 6.19 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 20.87 PIPE TRAVEL TIME(MIN-) = 0.32 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1016.00 = 1434.90 FEET. FLOW PROCESS FROM NODE 1016.00 TO NODE 1017.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 230.45 DOWNSTREAM (FEET) = 229.53 FLOW LENGTH (FEET) = 184.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) =6.22 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 20.87 PIPE TRAVEL TIME(MIN.) = 0.49 TcfMIN.) = 10.77 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1017.00 = 1619.10 FEET. ************************************************************************** FLOW PROCESS FROM NODE 1017.00 TO NODE 1017.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.892 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8036 SUBAREA AREA (ACRES) = 0.15 SUBAREA RUNOFF (CFS) = 0.38 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF (CFS) = 20.87 TC(MIN.) = 10.77 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 1017.00 TO NODE 1018.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.20 DOWNSTREAM(FEET) = 227.34 FLOW LENGTH(FEET) = 80.80 MANNING'S N = 0.013 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 12 of 41 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.87 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.89 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1018.00 = 1699.90 FEET. ************************************************************************** FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ^===—=====!=====:=s=====:^=:====:==:====== :=========:=======::============::========:=::=====:====:====== 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8067 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 21.07 TC(MIN.) = 10.89 FLOW PROCESS FROM NODE 1018.00 TO NODE 1019.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.34 DOWNSTREAM(FEET) = 225.17 FLOW LENGTH(FEET) = 43.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.34 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =21.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.00 = 1743.59 FEET. FLOW PROCESS FROM NODE 1019.00 TO NODE 1019.10 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 225.17 DOWNSTREAM(FEET) = 224.46 FLOW LENGTH(FEET) = 71.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.07 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) =11.09 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1815.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 13 of 41 c CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.09 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) AT CONFLUENCE =21.07 FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ==================»:======:= == ====== ss ================:=====:=========:========:!====== =£==:=====:=:===== *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 242.90 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.829 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8617 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.45 TC(MIN.) = 2.83 fc************************************************************************** FLOW PROCESS FROM NODE 1041.00 TO NODE 1042.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 242.90 DOWNSTREAM(FEET) = 241.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0080 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.39 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 1.40 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 14 of 41 c Tc(MIN.) = 4.22 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.855 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.57 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1042.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1042.00 TO NODE 1043.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.20 DOWNSTREAM(FEET) = 233.90 FLOW LENGTH(FEET) = 64.70 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.71 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.27 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) =4.39 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1043.00 = 314.70 FEET. FLOW PROCESS FROM NODE 1043.00 TO NODE 1043.00 IS CODE = 81 /•"•sf >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ^ttRfr ================== ====:s=====t===============:===================s========:=5= 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8581 SUBAREA AREA (ACRES) = 0.30 SUBAREA RUNOFF (CFS) = 1.24 TOTAL AREA-(ACRES) = 1.60 TOTAL RUNOFF (CFS) = 6.51 TC(MIN.) = 4.39 ******************************************************************v FLOW PROCESS FROM NODE 1043.00 TO NODE 1019.10 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.60 DOWNSTREAM(FEET) = 226.64 FLOW LENGTH(FEET) = 15.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.48 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =6.51 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.39 LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1019.10 = 330.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1019.10 TO NODE 1019.10 IS CODE =1 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 15 of 41 C >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.39 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51 ** CONFLUENCE DATA ** STREAM - RUNOFF- Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.07 11.09 2.837 9.10 2 6.51 4.39 4.743 1.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.12 4.39 4.743 2 24.9.7 11.09 2.837 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: jum^ PEAK FLOW RATE(CFS) = 24.97 Tc(MIN.) = 11.09 f TOTAL AREA(ACRES) = 10.70 ^"""/ LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1019.10 = 1815.41 FEET. FLOW PROCESS FROM NODE 1019.10 TO NODE 1074.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.30 DOWNSTREAM(FEET) = 224.22 FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.93 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.97 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.11 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 = 1823.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) .Page 16 of 41 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 247.30 DOWNSTREAM ELEVATION(FEET) = 245.50 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.402 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 ************************************************************************** FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 245.50 DOWNSTREAM(FEET) = 241.28 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0192 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.952 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 6.63 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 2.52 AREA-AVERAGE RUNOFF COEFFICIENT = 0.817 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 2.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1062.00 = 270.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1062.00 TO NODE 1063.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 237.09 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =2.74 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1063.00 = 393.00 FEET. FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE = 41 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) 'Page 17 of 41 c c >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« :=:^=======:======= :=====:===========^============:^===:K====»:======:=====::=======:=====:=:====== ELEVATION DATA: UPSTREAM(FEET) = 236.99 DOWNSTREAM(FEET) = 236.40 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1064.00 = 452.00 FEET. FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.712 *USER SPECIFIED{SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8226 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.90 TC(MIN.) =7.31 FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.40 DOWNSTREAM(FEET) = 236.06 FLOW LENGTH(FEET) = 34.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.90 PIPE TRAVEL TIME(WIN.) = 0.12 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1065.00 = 486.50 FEET. FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.674 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8390 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 4.47 TC(MIN.) = 7.43 FLOW PROCESS FROM NODE 1065.00 TO NODE 1066.00 IS CODE = 41 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 18 of 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 235.96 DOWNSTREAM(FEET) = 234.75 FLOW LENGTH(FEET) = 108.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.47 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.75 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1066.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1066.00 TO NODE 1066.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.576 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 8.30 TC(MIN.) = 7.75 _ **************************************************************************** [ FLOW PROCESS FROM NODE 1066.00 TO NODE 1067.00 IS CODE = 41 S^ »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.58 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 94.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =6.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.30 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.97 LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1067.00 = 689.80 FEET. ***************************************************************v FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =7.97 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 21 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) . Page 19 of 41 c >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« C *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II). = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 251.70 DOWNSTREAM ELEVATION(FEET) = 250.70 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.577 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.25 FLOW PROCESS FROM NODE 1081.00 TO NODE 1082.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 250.70 DOWNSTREAM(FEET) = 246.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.643 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.94 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN-) = 4.80 Tc(MIN.) = 12.38 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 1.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1082.00 = 320.00 FEET. FLOW PROCESS FROM NODE 1082.00 TO NODE 1083.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 236.36 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.29 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 12.62 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1083.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1083.00 TO NODE 1083.00 IS CODE = 81 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 20 of 41 c o >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.611 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 1.92 TC(MIN.) = 12.62 **************************************************************************** FLOW PROCESS FROM NODE 1083.00 TO NODE 1084.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 236.36 DOWNSTREAM(FEET) = 234.96 FLOW LENGTH(FEET) = 201.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.71 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.52 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1084.00 = 635.20 FEET. FLOW PROCESS FROM NODE 1084.00 TO NODE 1084.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.497 *USER SPECIFIED(SUBAREA): URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 2.45 TC(MIN.) = 13.52 *************************************************************************** FLOW PROCESS FROM NODE 1084.00 TO NODE 1085.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 234.96 DOWNSTREAM(FEET) = 234.78 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.45 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) =13.62 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1085.00 = 660.20 FEET. c************************************************************* Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 21 of 41 FLOW PROCESS FROM NODE 1085.00 TO NODE 1067.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« c ELEVATION DATA: UPSTREAM(FEET) = 234.45 DOWNSTREAM(FEET) = 233.40 FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.45 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.85 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE 1067.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.85 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) =2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE =2.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.30 7.97 3.510 2.75 2 2.45 13.85 2.458 2.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.71 7.97 3.510 2 8.26 13.85 2.458 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.71 Tc(MIN.) =7.97 TOTAL AREA(ACRES) = 5.55 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1067.00 = 732.20 FEET. FLOW PROCESS FROM NODE 1067.00 TO NODE 1068.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 233.40 DOWNSTREAM(FEET) = -233.04 C FLOW LENGTH(FEET) = 37.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 22 of 41 c GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.71 PIPE TRAVEL TIME(WIN.) = 0.10 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1068.00 = 769.60 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1068.00 TO NODE 1068.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.483 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6124 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 6.55 TOTAL RUNOFF(CFS) = 13.97 TC(MIN.) = 8.07 ******************************************************************* FLOW PROCESS FROM NODE 1068.00 TO NODE 1069.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 232.71 DOWNSTREAM(FEET) = '230.71 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.1 INCHES r\. PIPE-FLOW VELOCITY(FEET/SEC.) = 7.55 ^W' • GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.97 PIPE TRAVEL TIME(MIN-) = 0.40 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1069.00 = 950.60 FEET. FLOW PROCESS FROM NODE 1069.00 TO NODE 1069.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ========:=:=:==:=:=::= 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.376 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6293 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 7.05 TOTAL RUNOFF(CFS) = 14.98 TC(MIN.) = 8.47 ***********************************! FLOW PROCESS FROM NODE 1069.00 TO NODE 1070.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 230.36 DOWNSTREAM(FEET) = 229.22 FLOW LENGTH(FEET) = 91.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.1 INCHES Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 23 of 41 PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.98 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1070.00 = 1042.20 FEET. FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.328 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6722 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 8.75 TOTAL RUNOFF(CFS) = 19.57 TC(MIN.) = 8.66 FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<«« ELEVATION DATA: UPSTREAM(FEET) = 229.22 DOWNSTREAM(FEET) = 227.75 FLOW LENGTH(FEET) = 117.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.64 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.57 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. ******************************************************************** FLOW PROCESS FROM NODE 1071.00 TO NODE 1071.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) =3.27 TOTAL STREAM AREA(ACRES) = 8.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.57 FLOW PROCESS FROM NODE 1090.00 TO NODE 1091.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.50 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 24 of 41 c o DOWNSTREAM ELEVATION(FEET) = 248.90 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOWfMIN.) = 8.983 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.250 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.23 t****************************************************************v FLOW PROCESS FROM NODE 1091.00 TO NODE 1092.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 248.90 DOWNSTREAM(FEET) = 237.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 CHANNEL SLOPE = .0.0322 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.339 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 5.98 Tc(MIN.) =14.96 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.75 AREA-AVERAGE RUNOFF COEFFICIENT = 0.436 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 0.92 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 1090.00 TO NODE 1092.00 = 410.00 FEET. FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.339 *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4424 SUBAREA AREA (ACRES) = 0.35 SUBAREA RUNOFF (CFS) = 0.38 TOTAL AREA (ACRES) = 1.25 TOTAL RUNOFF (CFS) = 1.29 TC(MIN.) = 14.96 **************************************************************************** FLOW PROCESS FROM NODE 1092.00 TO NODE 1071.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ======== ELEVATION DATA: UPSTREAM (FEET) = 230.10 DOWNSTREAM (FEET) = 228.25 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY (FEET/SEC. ) = 3.95 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 25 of 41 c o GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.29 PIPE TRAVEL TIME"(WIN.) = 0.80 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 1090.00 TO NODE 1071.00 = 599.00 FEET. FLOW PROCESS FROM NODE 1071.00 TO NODE 1071.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.76 RAINFALL INTENSITY(INCH/HR) = 2.26 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.57 8.89 3.273 8.75 2 1.29 15.76 2.262 1.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.30 8.89 3.273 2 14.82 15.76 2.262 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.30 Tc(MIN.) = 8.89 TOTAL AREA(ACRES) = 10.00 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1071.00 = 1159.80 FEET. FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 228.25 DOWNSTREAM(FEET) = 227.49 FLOW LENGTH(FEET) = 39.60 MANNING'S N =-.0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.10 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.30 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1072.00 = 1199.40 FEET. FLOW PROCESS FROM NODE 1072.00 TO NODE 1072.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 26 of 41 c o 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.257 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6475 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 10.20 TOTAL RUNOFF(CFS) = 21.51 TC(MIN.) = 8.95 FLOW PROCESS FROM NODE 1072.00 TO NODE 1073.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 227.49 DOWNSTREAM(FEET) = 225.00 FLOW LENGTH(FEET) = 178.83 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.13 GIVEN PIPE DIAMETER(INCH) = 36.00 . NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.51 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1073.00 = 1378.23 FEET. ************************************************************************** FLOW PROCESS FROM NODE 1073.00 TO NODE 1074.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 223.25 FLOW LENGTH(FEET) = 76.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.51 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.44 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1074.00 = 1454.86 FEET. FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.51 9.44 3.148 10.20 LONGEST FLOWPATH FROM NODE 1080.00 TO NODE 1074.00 = 1454.86 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.97 11.11 2.834 10.70 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 = 1823.41 FEET. Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 27 of 41 c o c ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.74 9.44 3.148 2 44.34 11.11 2.834 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.34 Tc(MIN.) = 11.11 TOTAL AREA(ACRES) = 20.90 *****! FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE = 21. >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 249.90 DOWNSTREAM ELEVATION(FEET) = 248.10 ELEVATION DIFFERENCE(FEET) =1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.076 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 ******************************************************************* FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 248.10 DOWNSTREAM(FEET) = 238.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 435.00 CHANNEL SLOPE = 0.0225 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.811 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.47 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 4.94 Tc(MIN.) = 7.02 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 2.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.788 TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) = 2.55 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 28 of 41 c c END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1102.00 = 485.00 FEET. t**********************************************-y FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 235.53 DOWNSTREAM(FEET) = 234.85 FLOW LENGTH(FEET) = 68.34 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.55 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1103.00 = 553.34 FEET. *************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.734 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7975 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.98 TC(MIN.) = 7.24 FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 234.77 DOWNSTREAM(FEET) = 232.13 FLOW LENGTH(FEET) = 112.15 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.98 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1104.00 = 665.49 FEET. FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) =3.65 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 29 of 41 c c TOTAL STREAM AREA (ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.98 FLOW PROCESS FROM NODE 1120.00 TO NODE 1121.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALY,SIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 240.10 DOWNSTREAM ELEVATION (FEET) = 239.50 ELEVATION DIFFERENCE (FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.994 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.40 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.40 FLOW PROCESS FROM NODE 1121.00 TO NODE 1104.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ====== =================:==========:==:=========:=c== ======^=======5 :==s^======== ======= =S= ELEVATION DATA: UPSTREAM (FEET) = 239.50 DOWNSTREAM (FEET) = 236.20 CHANNEL LENGTH THRU SUBAREA (FEET) = 154.00 CHANNEL SLOPE = 0.0214 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH (FEET) = 0.50 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC .) = 2.23 AVERAGE FLOW DEPTH (FEET) = 0.11 TRAVEL TIME(MIN-) = 1.15 Tc(MIN.) = 4.15 SUBAREA AREA (ACRES) = 0.15 SUBAREA RUNOFF (CFS) = 0.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA (ACRES) = 0.25 PEAK FLOW RATE (CFS) = 1.01 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY (FEET/SEC .) = 2.41 LONGEST FLOWPATH FROM NODE 1120.00 TO NODE 1104.00 = 204.00 FEET. FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« =====:^=====:=r =e==============:=:====================================:==========:========: ==;==== 10 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .4600 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 30 of 41 c S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7037 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.34 TC(MIN.) = 4.15 FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 4.15 RAINFALL INTENSITY ( INCH/HR) = 4.74 TOTAL STREAM AREA (ACRES) = 0.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.98 7.50 3.651 1.00 2 1.34 4.15 4.743 0.40 RAINFALL INTENSITY AND TIME- OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.98 4.15 4.743 2 4.01 7.50 3.651 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 4.01 Tc(MIN.) = 7.50 TOTAL AREA (ACRES) =1.40 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1104.00 = 665.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM (FEET) = 232.13 DOWNSTREAM (FEET) = 230.85 FLOW LENGTH (FEET) = 59.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 7.53 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 4.01 PIPE TRAVEL TIME (MIN.) = 0.13 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1105.00 = 724.49 FEET. FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 10. Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 31 of 41 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <«« c r********************V FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED (SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION (FEET) = 250.10 DOWNSTREAM ELEVATION (FEET) = 247.95 ELEVATION DIFFERENCE (FEET) = 2.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.957 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF (CFS) = 0.40 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.40 FLOW PROCESS FROM NODE 1131.00 TO NODE 1132.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM (FEET) = 247.95 DOWNSTREAM (FEET) = 244.90 CHANNEL LENGTH THRU SUBAREA (FEET) = 165.00 CHANNEL SLOPE = 0.0185 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH (FEET) = 0.50 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC .) = 1.96 AVERAGE FLOW DEPTH (FEET) = 0.11 TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 3.36 SUBAREA AREA (ACRES) = 0.10 SUBAREA RUNOFF (CFS) = 0.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA (ACRES) = 0.20 PEAK FLOW RATE (CFS) = 0.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY (FEET/SEC .) = 2.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1132.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1132.00 TO NODE 1133.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 244.90 DOWNSTREAM (FEET) = 243.90 CHANNEL LENGTH THRU SUBAREA (FEET) = 58.60 CHANNEL SLOPE = 0.0171 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 3.000 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 32 of 41 c MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY{FEET/SEC.) = 1.26 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 4.14 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1133.00 = 273.60 FEET. FLOW PROCESS FROM NODE 1133.00 TO NODE 1134.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 240.90 DOWNSTREAM(FEET) = 235.52 FLOW LENGTH(FEET) = 224.18 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.41 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 4.75 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1134.00 = 497.78 FEET. ************************************************************************** FLOW PROCESS FROM NODE 1134.00 TO NODE 1134.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =4.75 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 FLOW PROCESS FROM NODE 1140.00 TO NODE 1141.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 244.50 DOWNSTREAM ELEVATION(FEET) = 243.50 ELEVATION DIFFERENCE (FEET) = 1.00 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) •Page 33 of 41 c c SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.526 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 "FLOW PROCESS FROM NODE 1141.00 TO NODE 1142.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.50 DOWNSTREAM(FEET) = 241.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 114.50 CHANNEL SLOPE = 0.0218 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.12 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 3.43 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) =2.31 LONGEST FLOWPATH FROM NODE 1140.00 TO NODE 1142.00 = 164.50 FEET. FLOW PROCESS FROM NODE 1142.00 TO NODE 1134.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) = . 239.42 CHANNEL LENGTH THRU SUBAREA(FEET) = 76.50 CHANNEL SLOPE = 0.0207 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.37 .• AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 4.36 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 34 of 41 c c DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 1140.00 TO NODE 1134.00 = 241.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1134.00 TO NODE 1134.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« ====================:=============:==:====:=£==:=:::=============================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =4.36 RAINFALL INTENSITY(INCH/HR) =4.74 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.41 4.75 4.743 0.35 2 1.41 4.36 4.743 0.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.70 4.36 4.743 2 2.82 4.75 4.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.82 Tc(MIN.) = 4.75 TOTAL AREA(ACRES) =0.70 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1134.00 = 497.78 FEET. FLOW PROCESS FROM NODE 1134.00 TO NODE 1135.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 235.44 DOWNSTREAM(FEET) = 232.30 FLOW LENGTH(FEET)•= 143.07 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.82 PIPE TRAVEL TIME(MIN.) = 0.34 TcfMIN.) = 5.09 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 640.85 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 35 of 41 c CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.09 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82 FLOW PROCESS FROM NODE 1150.00 TO NODE 1151.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.50 DOWNSTREAM ELEVATION(FEET) = 243.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.182 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM (FEET) = 243.00 DOWNSTREAM (FEET) = 237.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 240.00 CHANNEL SLOPE = 0.0250 CHANNEL BASE (FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH (FEET) = 0.50 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED ( SUBAREA) : OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 2.46 AVERAGE FLOW DEPTH (FEET) = 0.13 TRAVEL TIME (MIN.) = 1.63 Tc(MIN.) = 4.81 SUBAREA AREA (ACRES) = 0.30 SUBAREA RUNOFF (CFS) = 1.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY (FEET/SEC. ) = 2.86 LONGEST FLOWPATH FROM NODE 1150.00 TO NODE 1152.00 = 290.00 FEET. FLOW PROCESS FROM NODE 1152.00 TO NODE 1135.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) .Page 36 of 41 ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 34.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.060 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1. AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 5.18 SUBAREA AREA(ACRES) = 0.05 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.45 0.47 TRAVEL TIME(MIN. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 1150.00 TO NODE 1135.00 = 52 37 236.30 0.0206 SUBAREA RUNOFF(CFS) = 0.850 PEAK FLOW RATE(CFS) = 0.20 1.77 324.00 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE k************************ 1135.00 IS CODE = 1 c >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 5.18 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.82 5.09 4.686 0.70 2 1.77 5.18 4.635 0.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.57 5.09 4.686 2 4.56 5.18 4.635 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.57 Tc(MIN.) = 5.09 TOTAL AREA(ACRES) = 1.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 =640.85 FEET. ****i . FLOW PROCESS FROM NODE 1135.00 TO NODE r******************** 1105.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) 'Page 37 of 41 >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 232.13 DOWNSTREAM(FEET) = 230.85 FLOW LENGTH(FEET) = 17.75 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.79 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.12 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1105.00 = 658.60 FEET. FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.57 5.12 4.671 1.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1105.00 = 658.60 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.01 7.63 3.611 1.40 x—-, LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1105.00 = 724.49 FEET. ^""' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.25 5.12 4.671 2 7.53 7.63 3.611 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.53 'To(MIN.) = 7.63 TOTAL AREA(ACRES) = 2.55 t*****************************v FLOW PROCESS FROM NODE 1105.00 TO NODE 1074.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 228.55 DOWNSTREAM(FEET) = 225.22 FLOW LENGTH(FEET) = 92.31 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.73 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.77 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1074.00 = 816.80 FEET. *************************************************** FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 IS CODE = 11 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 38 of 41 c o >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.53 7.77 3.567 2.55 LONGEST FLOWPATH FROM NODE 1100.00 TO NODE 1074.00 = 816.80 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.34 11.11 2.834 20.90 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1074.00 = 1823.41 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 38.58 7.77 3.567 2 50.33 11.11 2.834 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.33 Tc(MIN.) =11.11 TOTAL AREA(ACRES) = 23.45 **************************************************************************** FLOW PROCESS FROM NODE 1074.00 TO NODE 1020.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 223.20 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH(FEET) = 17.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =9.50 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.33 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) =11.14 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1840.81 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.14 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 23.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.33 ********* FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 39 of 41 c *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 243.90 DOWNSTREAM ELEVATION(FEET) = 243.10 ELEVATION DIFFERENCE(FEET) =0.80 SUBAREA OVERLAND TIME OF FLOW(MIN-) = 3.047 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39 *************************************************************************** FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 243.10 DOWNSTREAM(FEET) = 236.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0154 CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.018 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR'RAINFALL INTENSITY(INCH/HOUR) = 4.078 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.34 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 6.32 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.25 AREA-AVERAGE RUNOFF COEFFICIENT = 0.846 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 2.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 2.72 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1052.00 = 510.00 FEET. FLOW PROCESS FROM NODE 1052.00 TO NODE 1020.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 229.40 DOWNSTREAM(FEET) = 223.05 FLOW LENGTH (FEET) = 104-.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.59 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.51 LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1020.00 = 614.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1 Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 40 of 41 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« c TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.51 RAINFALL INTENSITY(INCH/HR) =4.00 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.33 11.14 2.829 23.45 2 2.59 6.51 4.000 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (WIN.) (INCH/HOUR) 1 32.01 6.51 4.000 2 52.16 11.14 2.829 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.16 Tc(MIN.) = 11.14 TOTAL AREA(ACRES) = 24.20 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1020.00 = 1840.81 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 221.56 DOWNSTREAM(FEET) = 221.28 FLOW LENGTH(FEET)= 11.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.09 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.16 PIPE TRAVEL TIME(MIN.)= 0.01 Tc(MIN.) ='11.15 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1021.00 = 1852.11 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.20 TC(MIN.) = 11.15 PEAK FLOW RATE(CFS) = 52.16 END OF RATIONAL METHOD ANALYSIS Life Technologies Project 10-Year, POST-Project Condition (BEFORE DETENTION) Page 41 of 41