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03430 - Technical Information Report
City of Renton Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report August 2010 (DRAFT) 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report The technical information and data included in this report was prepared by or under the direct supervision of the undersigned, whose seal as registered professional engineer licensed to practice as such in the State of Washington is affixed below: 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Contents 1.Project Overview 1 1.1 Project Description 1 1.2 Background 1 1.3 Threshold Discharge Areas 1 2.Requirements Summary 3 2.1 Project Conditions Affecting Drainage Requirements 3 2.2 Applicability of the Minimum Requirements 4 3.Offsite Analysis 8 3.1 Resource Review 8 3.2 Study Area Mapping 8 3.3 Field Inspection 8 3.4 Downstream Drainage System Descriptions 10 3.5 Upstream Drainage Areas 11 3.6 Existing and Predicted Drainage Problems 12 4.Runoff Treatment and Flow Control Analysis & Design 13 4.1 Runoff Treatment 13 4.2 Flow Control 14 4.3 Existing Facilities 14 5.Conveyance System Analysis and Design 16 5.1 Design Standards 16 5.2 Existing Conveyance System 16 5.3 Proposed Conveyance System 17 5.4 Gutter Flow and Inlet Design 20 5.5 Rainier Avenue Pump Station Performance and Impacts 22 6.Special Reports and Studies 24 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report 7.CSWPPP Analysis and Design 25 7.1 CSWPPP Drawings 25 7.2 CSWPPP Narrative 25 Table Index Table 1. Project Area Summary 4 Table 2. Change in 100-year Peak Flow 7 Table 3. Runoff Treatment Areas 13 Table 4. Tailwater Elevations 20 Table 5. Pump Station Performance 23 Figure Index Figure 1 Basin Map 9 Appendices A Land Coverage Maps B Flow Control and Runoff Treatment Facility Calculations C Conveyance Analysis D Gutter and Inlet Analysis E Shattuck Avenue Stormwater Diversion Modeling Report 186/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 1. Project Overview 1.1 Project Description The Rainier Avenue South Improvement Project is located along Rainier Avenue S in Renton, Washington, between SW Grady Way and S 2nd Street. The project will improve transit access and reliability, general purpose traffic flow, and develop a more pedestrian friendly urban designed street. This report addresses preparation of the storm water site plans to accommodate preliminary roadway improvements. Per direction from the City of Renton, stormwater management facilities have been evaluated using the Department of Ecology’s February 2005 Stormwater Management Manual for Western Washington (SMMWW). Conveyance facilities have been designed in accordance with the 2009 King County Surface Water Design Manual. 1.2 Background The City of Renton plans to improve the roadway by adding traffic lanes, protected turn pockets, and planted (raised) medians along the roadway. New frontage improvements will consist of wider sidewalks, irrigated planter strips, curb and gutter. The existing roadway to remain will be resurfaced. Stormwater drainage and other franchise utilities will be modified or relocated to accommodate roadway improvements. Project limits are the roadway length by the width of the right-of-way. The distance from SW Grady Way and S 2nd Street is approximately 4,700 feet and the existing right-of-way width varies from 82 feet to 115 feet. Additional right-of-way will be acquired in some areas to accommodate roadway improvements. 1.2.1 Existing Conditions The existing right-of-way is fully developed with commercial properties adjacent to the roadway. The roadway width is approximately 78 feet and narrows down to 68 feet north of S 3rd Street. The existing frontage consists of curb, sidewalk, and planter strips. Planter strips exist in some areas and separate the sidewalk from parking lots in the private, commercial properties. 1.2.2 Developed Conditions Proposed improvements will widen the existing roadway to accommodate additional travel lanes, left turn lanes, and median. The new roadway width is 97 feet and narrows down to 76 feet north of S 3rd Street. Frontage improvements will include curb and gutter, 5-foot planting strip, and 8-foot sidewalk. 1.3 Threshold Discharge Areas Threshold discharge areas (TDAs) are defined for projects with multiple storm drainage discharge points. A TDA is defined as an onsite area that drains to a single natural discharge location, or multiple natural discharge locations that combine within one-quarter mile downstream (as determined by the shortest flow path). Drainage requirements with thresholds are applied to each TDA separately. 286/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report The Rainier Avenue project has four TDAs as described below. TDA naming is based on the basin naming used for previous drainage studies of this area. These TDAs are used for determining the applicability of the 10 minimum requirements of the SMMWW (see Chapter 2). Project TDAs are shown on Figure 1 in Chapter 3. More detailed descriptions of the drainage systems located downstream from each TDA are contained in Chapter 3. 1.3.1 TDA A TDA A is the northern portion of the project area that drains into the Hardie Avenue SW drainage system that flows south from SW Sunset Boulevard. This storm drain joins the SW 7th Street storm drain at Lind Avenue SW, and then flows west to the Black River Forebay. 1.3.2 TDA V TDA V is the central portion of the project area that drains to the existing pump station located south of the BNSF railroad crossing. The pump station discharges to the west, joining runoff from TDA A at Hardie Avenue SW. 1.3.3 TDA I TDA I is the portion of the project area near SW 7th Street that discharges into the storm drainage system that flows west along SW 7th Street. Drainage from TDA I joins runoff from TDAs A and V near Lind Avenue SW. 1.3.4 TDA GW The Grady Way (GW) TDA is the southern portion of the project area that drains into the Grady Way conveyance system that flows west, eventually draining into Springbrook Creek and the Black River Forebay. 386/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 2. Requirements Summary The Department of Ecology’s February 2005 SMMWW, as interpreted by the City of Renton, was used to determine mitigation requirements for this roadway project. Depending on the type and size of the project, different combinations of these minimum requirements apply. The minimum requirements are: 1. Preparation of Stormwater Site Plans 2. Construction Stormwater Pollution Prevention 3. Source Control of Pollution 4. Preservation of Natural Drainage Systems and Outfalls 5. On-Site Storm Management 6. Runoff Treatment 7. Flow Control 8. Wetlands Protection 9. Basin/Watershed Planning 10. Operation and Maintenance 2.1 Project Conditions Affecting Drainage Requirements Chapter 2.4 in Volume I of the SMMWW identifies thresholds that determine the applicability of each requirement to the project. These thresholds are based on: The area of new impervious surface. The definition for impervious surface contained in the SMMWW does not identify which impervious surfaces on a project are considered “new”; therefore the definition is determined by the local jurisdiction. Renton defines new impervious surface as existing pervious surfaces converted to impervious surface. The percentage of existing impervious surface. The percentage of added impervious surface. Table 1 summarizes existing and new impervious surface areas within the project area, and the resulting percentage of additional impervious surface. Also included in Table 1 is the area of new pollution- generating impervious surface (PGIS), which is used for determining the runoff treatment requirement (see Section 2.2.6). Removed impervious surface and net-new impervious surface area have been used in assessing applicability of the Flow Control requirement (see Section 2.2.7). New impervious areas within the project area are shown on the land coverage maps in Appendix A. 486/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report Table 1. Project Area Summary TDA A TDA V TDA I TDA GW Total Project Area (SF)167,100 195,400 101,900 129,100 593,500 Existing Impervious Surface (SF)152,500 173,100 86,700 119,800 532,100 Percent Existing Impervious 91%89%85%93% 90% New Impervious Surface Area1 (SF)11,676 14,622 11,448 5,921 43,667 Percent Added Impervious 7.6% 8.4%13%4.9% 8.2% New PGIS2 (SF)1,661 7,528 6,757 1,349 17,295 Removed Existing Impervious3 (SF)4,681 14,564 5,783 8,206 33,234 Net New Impervious Surface Area (SF) 6,995 58 5,665 -2,285 10,433 Notes: 1. Area converted from pervious to impervious as a result of roadway widening 2. New pollution-generating impervious surface within the New Impervious Surface Area 3.Area converted from impervious to pervious as a result of landscaped median areas 2.2 Applicability of the Minimum Requirements The applicability of the Minimum Requirements differs for new development and redevelopment projects. Redevelopment projects are defined as projects occurring on sites that are already substantially developed, with 35% or more existing impervious coverage. Since the Rainier Avenue right-of-way between Grady Way and S 2nd Street has 90% existing impervious coverage (see Table 1), the proposed roadway improvements are classified as a redevelopment project. Application of the 10 Minimum Requirements to redevelopment projects is determined using Figure 2.3 in Volume I of the SMMWW. Navigating the flow chart using this project’s conditions results in the following conclusions regarding applicability of the Minimum Requirements: The project will add more than 5,000 square feet of new impervious surfaces; therefore, Minimum Requirements #1 though #10 apply to the new impervious and converted pervious surfaces. No additional requirements are necessary for replaced impervious surfaces because this is a road related project that does not add 50% or more of new impervious surface to the existing impervious surfaces (only approximately 8% of new impervious surfaces will be added). The following sections describe the applicability of the individual Minimum Requirements for this project, and how the requirements will be met: 586/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 2.2.1 Minimum Requirement #1: Preparation of Stormwater Site Plans This Surface Water Technical Information Report (TIR) satisfies the requirement for Minimum Requirement #1. Required elements for a Stormwater Site Plan, as outlined in the SMMWW, are contained in this report as follows: Determine Applicable Minimum Requirements (Chapter 2) Offsite Analysis (Chapter 3) Prepare a Permanent Stormwater Control Plan (Appendix A) Prepared a Construction Stormwater Pollution Prevention Plan (Chapter 7) 2.2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) The 12 SWPP elements are being addressed during final design of the roadway improvement plans. A Stormwater Pollution Prevention Plan Narrative has been included in Chapter 7 that addresses each of the 12 SWPP elements. The 12 SWPP elements are as follows: Element 1: Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7: Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-Watering Element 11: Maintain Best Management Practices (BMPs) Element 12: Manage the Project 2.2.3 Minimum Requirement #3: Source Control of Pollution All projects are required to apply all known, available, and reasonable source control BMPs to prevent stormwater from coming into contact with pollutants. BMPs come in two categories: structural and operational. Structural source control BMPs should be identified in the storm drainage plans. The following recommended pollution control approach for Urban Streets is described in Volume IV of the SMMWW: “Conduct efficient street sweeping where and when appropriate to minimize the contamination of stormwater. Do not wash street debris into storm drains.” Recommended operation BMPs consist of different approaches to street cleaning. No structural BMPs are identified that would need to be incorporated into the drainage plans. 686/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 2.2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed storm drainage conveyance system has been designed to maintain existing drainage patterns. The project site area has four Threshold Discharge Areas with downstream paths that recombine further than ¼ mile downstream from the site. All four of the downstream paths flow into storm sewers. The location and area of the four Threshold Discharge Areas will be maintained between the existing and redeveloped conditions. 2.2.5 Minimum Requirement #5: On-Site Stormwater Management On-site stormwater BMPs are required to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. The purpose of these BMPs is to reduce the disruption of natural hydrologic characteristics resulting from development. Due to Rainier Avenue’s existing condition as a fully-developed urban corridor with limited opportunity for effective infiltration or dispersion, and due to the project’s minimal change to hydrologic conditions, on-site BMPs have not been included in the scope of this project. 2.2.6 Minimum Requirement #6: Runoff Treatment Runoff treatment is required for Threshold Discharge Areas in which the total of effective PGIS is 5,000 square feet or more. As described previously, Minimum Requirements 1 - 10 only apply to the “new” impervious surface areas of the project. As shown in Table 1, within the new impervious surface areas, the amount of new PGIS exceeds 5,000 square feet in TDA V and TDA I. As a result, runoff treatment facilities are required for these two threshold discharge areas. The sizing and design of the required facilities is described in Section 4.1. Runoff treatment facilities for this project are required to be chosen from the Enhanced Treatment Menu because the Annual Average Daily Traffic counts for Rainier Avenue exceed 7,500. Three intersections within the project area are classified as “high-use” because Rainier Avenue S has an Average Daily Traffic (ADT) count of greater than 25,000, and the intersecting roadway ADTs exceed 15,000 (based on City of Renton 2006 Traffic Flow Map). These intersections are SW Sunset Boulevard, SW 7th Street, and SW Grady Way. High-use intersections are required to apply the Oil Control Menu per the SMMWW. However, oil control facilities are not required for this project because the new PGIS areas requiring treatment are not within the high-use intersection areas. 2.2.7 Minimum Requirement #7: Flow Control Flow control is required for TDAs in which the total of effective impervious surfaces is 10,000 square feet or more or for TDAs where the 100-year flow frequency peak flow will increase by 0.1 cfs or more. As described previously, Minimum Requirements 1 - 10 only apply to the “new” impervious surface areas of this project because it is classified as a roadway redevelopment project. The City of Renton applies flow control thresholds to net new impervious surfaces. This gives credit for new pervious surfaces that will be created by the project, such as landscaped medians. 786/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report As shown in Table 1, the net new impervious surface for each threshold discharge area is less than 10,000 square feet. In addition, the change in 100-year peak flow has been calculated for the net new impervious surface and found to be less than 0.1 cfs for all four TDAs (see Table 2; see Appendix B for calculations). As a result, flow control facilities are not required for this project. Table 2. Change in 100-year Peak Flow TDA A TDA V TDA I TDA GW Existing 100-yr peak flow rate (cfs)1.73 1.98 0.98 1.34 Proposed 100-yr peak flow rate (cfs)1.77 1.98 1.05 1.33 Change in 100-yr peak flow rate (cfs)0.04 0.00 0.07 -0.01 2.2.8 Minimum Requirement #8: Wetlands Protection Additional requirements apply to projects that drain to wetlands, either directly or indirectly through a conveyance system. Discharges to wetlands are required to maintain hydrologic conditions, hydrophytic vegetation, and substrate characteristics necessary to support existing and designated uses. The Rainier Avenue project drains via conveyance systems to the Black River Forebay, located approximately one mile downstream from the site. Although the Black River Riparian Forest surrounding the forebay contains wetlands, discharge from Renton’s storm drainage system follows a stream channel and does not flow through the wetlands. As a result, Minimum Requirement #8 does not apply to this project. 2.2.9 Minimum Requirement #9: Basin/Watershed Planning There are no known basin or watershed plans that would impose additional requirements to the drainage system for the Rainier Avenue Improvements project. 2.2.10 Minimum Requirement #10: Operation and Maintenance Components of the drainage systems proposed for the Rainier Avenue Improvements project are consistent with other drainage facilities currently operated and maintained by the City of Renton. As a result, a project-specific Operations and Maintenance Manual will not be provided. 886/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 3. Offsite Analysis This offsite analysis has been prepared to comply with one component of Minimum Requirement No. 1: Preparation of Stormwater Site Plans. The purpose of the offsite analysis is to recognize existing upstream areas that pass through or connect to the project and investigate downstream areas that may have existing or potential drainage issues. The task determines if any mitigation is necessary by identifying and evaluating drainage impacts that may be caused or aggravated by the proposed redevelopment project. The required offsite analysis components are outlined in Section 2.6.2 of the 2005 SMMWW, and consist of defining the mapping of the study area, reviewing all available information on the study area, a field inspection, and description of the drainage system and its existing and predicted problems. 3.1 Resource Review The following information was used as the basis of the offsite analysis: Storm System Inventory Book (City of Renton, April 2007) SW 7th Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations (RW Beck, November 1998) SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray & Osborne, February 2003) 30% Storm Drainage Memorandum, Rainier Avenue S/BNSF Improvements, S. 4th Place to S. 7th Street (RoseWater Engineering, January 2006) City of Renton Shattuck Avenue Stormwater Diversion Modeling Report (Draft) (RoseWater Engineering, February 2008) 3.2 Study Area Mapping Figure 1 shows the study area, on-site threshold discharge areas, upstream drainage basins, and downstream drainage paths. 3.3 Field Inspection Since the downstream drainage system within the study area consists entirely of enclosed storm drains that are operated and maintained by the City of Renton, field inspection of the interior of these facilities was limited. Hous e r W a y S Burnett Ave S Smithers Ave S Morris Ave S Whitworth Ave S Logan Ave SS 2nd StS 3rd St3rd PlRainier Ave SShattuck Ave S S 6th StS 7th StHardie Ave SWSW 7th StSW Grady WayThomas Ave. SW SW Langston RdRentonAveAirport WayPowell Ave. SWOakesdale Ave. SW Naches Ave SW S 4th PlLind Ave. SW 1/4 - Mi le 1/4 - Mile1/4 - Mile1/4 - M i l eSW 5 th P l SW S u n s e t B l v d THRESHOLD DISCHARGE AREA GW (2.96 AC) TOTAL UPSTREAM AREA: 9.4 AC ADJACENT UPSTREAM AREA: 4.3 ACTHRESHOLD DISCHARGE AREA A (3.84 AC) TOTAL UPSTREAM AREA: 57.4 AC ADJACENT UPSTREAM AREA: 6.8 ACTHRESHOLD DISCHARGE AREA I (2.34 AC) TOTAL UPSTREAM AREA: 158 AC ADJACENT UPSTREAM: 0.5 ACTHRESHOLD DISCHARGE AREA V (4.48 AC) TOTAL UPSTREAM AREA: 12 AC ADJACENT UPSTREAM: 12 ACNOTE: TOTAL UPSTREAM INCLUDES ADJACENT AREASADJACENT UPSTREAM AREAS(areas collected/conveyed by Rainier Avenue S)G:\86\14159\CADD\DRAWINGS\0655D-TIR-TDA.dwg 1086/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 3.4 Downstream Drainage System Descriptions Downstream drainage system descriptions begin where project stormwater discharges into the existing downstream drainage system. The following descriptions are based on City mapping, prior studies, and limited field investigation. The described systems extend downstream at least one-quarter mile from the project discharge points. 3.4.1 Downstream TDA A The downstream system from TDA A begins at a storm drain manhole in the parking lot of the Fred Meyer shopping center located near the southwest corner of the Rainier Avenue S and SW Sunset Boulevard intersection. An 8-foot by 10-foot box culvert under Rainier Avenue S discharges upstream and project flows to the downstream system via a 24-inch by 42-inch arched corrugated metal connector pipe. The downstream conveyance system continues west and parallel to SW Sunset Boulevard towards Hardie Avenue SW. Prior to heading south on Hardie Avenue SW, pipe flow from SW Langston Road converges into the system. The conveyance system continues south and collects roadway runoff from Hardie Avenue SW, SW 5th Place, Maple Ave SW, and the Fred Meyer shopping center. The quarter mile investigation ends 140 feet south of the Hardie Avenue SW and SW 5th Place intersection. The system eventually combines with drainage from TDA V on the south side of the railroad overpass on Hardie Avenue SW. 3.4.2 Downstream TDA V The downstream system from TDA V begins on the south side of the railroad overpass on Rainier Avenue S. A pump station at this location conveys upstream and project flows west along the railroad right-of- way to Hardie Avenue SW. Flows from TDA V combine with TDA A on the south side of the railroad overpass at Hardie Avenue SW. The storm drain system gravity flows west along the railroad then southwesterly to SW 7th Street. The quarter mile investigation ends prior to the drainage system crossing between two commercial properties located at 300 and 440 SW 7th Street. The drainage system ultimately converges into the SW 7th Street drainage system near Lind Avenue SW where it combines with drainage from TDA I. 3.4.3 Downstream TDA I The downstream system from TDA I begins on the west side of the Rainier Avenue S and SW 7th Street intersection. Upstream and project flows discharge into the SW 7th Street drainage system that consists of two existing 24-inch and 60-inch storm drain pipes that convey stormwater flow west towards the Black River Forebay. The two pipes run parallel to each other and share stormwater flows, with stormwater manholes and vault structures connecting the two systems. The 24-inch conveyance increases to 36- inch west of Hardie Avenue SW and to 54-inch before Lind Avenue SW. The quarter mile investigation ends 270 feet east of the intersection with Lind Avenue SW. At this point, upstream project flows from TDA V and TDA A converge into the SW 7th Street drainage system. The 54-inch and 60-inch conveyance pipes continue west to a vault on the west side of the intersection with Lind Avenue SW. The vault outlet is a 60-inch pipe that continues west along the roadway, eventually discharging to the Black River Forebay at Naches Avenue SW. 1186/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 3.4.4 Downstream TDA GW The downstream system from TDA GW begins at the northwest corner of the intersection of SW Grady Way and Rainier Avenue S. Upstream and project flows connect to a 52-inch underground pipe conveyance system that flows west along the north side of Grady Way SW, eventually discharging to Springbrook Creek near Oakesdale Avenue SW. 3.5 Upstream Drainage Areas 3.5.1 Upstream TDA A The upstream area for TDA A consists of a mix of residential neighborhood and commercial properties. The approximate size of the upstream area is 55 acres. The Lake Avenue S conveyance system collects most of the upstream flows for the area. Project flows from north of S 2nd Street connect to the offsite system at Lake Avenue S and S 2nd Street. The system then flows in a southwesterly direction towards the Rainier Avenue S and S 3rd Street intersection. Offsite flows pass through the project area in an 8- foot by 10-foot concrete box culvert. Project and offsite flows combine at existing manholes upstream and downstream of the box culvert. 3.5.2 Upstream TDA V The upstream area for TDA V consists of a mix of residential neighborhood and commercial properties. The approximate size of the upstream area is 11 acres, with runoff from this area entering the Rainier Avenue conveyance system at several connection points along the roadway. An additional 54 acres was previously tributary to TDA V, but was diverted to TDA I by construction of the Shattuck Avenue Stormwater Bypass Project in 2010. The Shattuck Avenue project consisted of a new 48-inch storm drain pipe constructed between S 4th Place and S 7th Street. 3.5.3 Upstream TDA I The upstream area for TDA I consists of a mix of residential neighborhood and commercial properties. The Shattuck Avenue Stormwater Bypass Project increased the upstream area from 104 acres to approximately 158 acres by diverting 54 acres from TDA V. Upstream flows pass through the project area at the Rainier Avenue S and SW 7th Street intersection in existing 24-inch and 60-inch storm drainage pipes. Project flows will combine with upstream flows at the intersection. 3.5.4 Upstream TDA GW The upstream area for TDA GW consists of commercial properties, including Les Schwab, Walker’s Renton Subaru, and Sound Ford. The approximate size of the upstream area is 12.7 acres. Runoff from approximately 3.5 acres of this area enters the Rainier Avenue S conveyance system at several existing connection points along the roadway. Runoff from the remaining 9.2 acres is conveyed by an existing 27-inch concrete storm drain from the east that connects to the Rainier Avenue drainage system approximately 200 feet north of the intersection of Grady Way and Rainier Avenue. This drainage system extends approximately 1,300 feet to the east, and collects runoff from portions of Sound Ford, Renton Mazda, and properties north of Lithia Hyundai. 1286/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report Although this drainage system passes through the South Renton Park and Ride lot, drainage from that facility is not connected. A map of this drainage system and contributing basin areas has been included in Appendix C. 3.6 Existing and Predicted Drainage Problems Prior drainage investigations for the study area document past flooding problems in several locations. Some of these problems have been corrected by construction of a new storm drainage system along S 7th Street. The two remaining drainage problems known to exist downstream from the Rainier Avenue S Improvement Project are described below: Flooding along Hardie Avenue SW below the railroad overpass occurs during large storm events when the hydraulic grade line of the drainage system is higher than the low-lying street surface below the railroad. This flooding will not increase as a result of the Rainier Avenue project because the change in hydrologic conditions within the project area will be negligible. Although construction of the Shattuck Avenue Stormwater Bypass (Phase 1 of the Rainier Avenue Improvements) diverted runoff from 54 acres away from the Hardie Avenue SW flooding area, it is not expected to noticeably improve flooding conditions at Hardie Avenue because that problem appears to be caused primarily by tailwater conditions in the downstream storm drainage system along S 7th Street. Flooding under the Rainier Avenue S underpass occurs occasionally during power outages that affect the downstream pump station (reported by City staff during meetings held on 8/29/05 and 10/20/05). More recently, City staff have reported occasional flooding at other times during heavy rain. Recent construction of the Shattuck Avenue Stormwater Bypass (Phase 1 of the Rainier Avenue Improvements) redirected runoff from approximately 54 acres away from the pump station, which is expected to reduce flooding during heavy rain, and reduce the severity of flooding during a pump failure or power outage. Additional analysis of this project’s impacts on the pump station is discussed in Section 5.5. 1386/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 4. Runoff Treatment and Flow Control Analysis & Design The applicability of Runoff Treatment and Flow Control requirements for this project is described in Sections 2.2.6 and 2.2.7. The following sections document the analysis and design of required runoff treatment and flow control facilities. 4.1 Runoff Treatment As described in detail in Section 2.2.6, runoff treatment facilities are required for TDA V and TDA I because the amount of new PGIS in both of these TDAs will exceed 5,000 square feet. The runoff treatment menu applicable to this project was determined from Chapter 2 in Volume III of the SMMWW. Enhanced treatment facilities are required for this project because Rainier Avenue is a within the Urban Growth Management Area and has an Annual Average Daily Traffic count greater than 7,500. The Enhanced Treatment menu options are specified in Section 3.4 in Volume III of the SMMWW. Allowable Enhanced treatment facility options include infiltration with pretreatment, sand filters, stormwater treatment wetlands, compost-amended filter strips, and several two-facility treatment trains. A two-facility treatment train has been selected for this project consisting of a wetvault followed by a media filter so that the entire facility can be installed underground with a minimal footprint within the roadway right-of-way. The Contech Stormfilter® has been chosen for the media filter because it has received a General Use Level Designation from the Department of Ecology for Basic Treatment (or Enhanced Treatment as part of a two-facility treatment train), and other Stormfilter facilities have been previously installed in Renton. The following sections describe the application in each TDA. Sizing calculations are found in Appendix B, and are summarized below in Table 3. Table 3. Runoff Treatment Areas TDA V TDA I New PGIS 7,528 sf 6,757 sf Proposed PGIS to be treated 9,580 sf 10,020 sf % of treatment requirement provided 127%148% Treatment Facility 10’ x 30’ Wetvault and StormFilter (3 cartridges) 10’ x 30’ Wetvault and StormFilter (4 cartridges) 4.1.1 Runoff Treatment – TDA V A water quality facility is required in Basin V for the 7,528 square feet of new PGIS proposed in that basin. A basic wet vault sized for the total contributing area of 0.26 acres was sized using DOE’s 2005 SMMWW and found to have a required volume of 1,346 cubic feet. The required volume will be provided using a 30-foot long by 10-foot wide concrete vault. A media filter, sized using Contech Stormfilter® and Department of Ecology design criteria, was found to require four cartridges. The facilities will be located in the proposed median between S 4th Place and S 7th Street, with maintenance performed by temporary closure of either the northbound or southbound inside line adjacent to the median. 1486/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 4.1.2 Runoff Treatment – TDA I A water quality facility is required in Basin I for the 6,757 square feet of new PGIS proposed in that basin. A basic wet vault sized for the total contributing area of 0.32 acres was sized using DOE’s 2005 SMMWW and found to have a required volume of 1,655 cubic feet. The required volume will be provided using a 30-foot long by 10-foot wide concrete vault. The preliminary configuration of this facility is a 25-foot long by 8-foot wide concrete vault. A media filter, sized using Contech Stormfilter® and Department of Ecology design criteria, was found to require three cartridges. The facilities will be placed along the west frontage between Hardie Avenue SW and S 7th Street. Access and ventilation riser will be located within the planting strip. 4.1.3 Runoff Treatment – Filterra Alternative As an alternative to the wetvault/media filter treatment trains that were included in the 60% plans and described above, Americast Filterra® tree box filters have been preliminarily evaluated for use on this project. Filterra tree box filters received a General Use Level Designation from the Department of Ecology in December 2009 for Enhanced Treatment. Revising the design of Rainier Avenue to incorporate these facilities presents an opportunity for cost savings and to treat more pollution-generating area than required. Because the Filterra units include vegetation, appropriate locations are constrained by landscaping and urban design concepts. Other constraints include driveways, utilities, maintenance accessibility, and appropriate storm drain and gutter geometry. Filterra units cannot be located at a sag in the gutter profile, and another catch basin needs to be placed downstream from each unit to serve as an overflow. After analyzing these constraints, suitable locations for four Filterra units have been identified and are shown on Figures B3 and B4 in Appendix B. These four filters would provide a total PGIS treatment area of 21,950, all within TDA V. Although no suitable Filterra location was found for treating new PGIS in TDA l, the proposed treatment area within TDA V would exceed the combined required treatment area for both TDAs I and V by 53%, and would exceed the total new PGIS created by the project by 27%. Figures showing the Filterra locations and PGIS tributary areas, preliminary sizing information, and a copy of the Department of Ecology’s General Use Level Designation are included in Appendix B. If the decision is made by the City to use Filterra units, these changes will be incorporated into the 90% design submittal, with additional design calculations included in the final version of this report. 4.2 Flow Control As described in detail in Section 2.2.7, flow control facilities are not required for this project because the net new impervious surfaces in each TDA are less than 10,000 square feet. 4.3 Existing Facilities There are several private stormwater facilities that will be affected by the newly widened roadway. These facilities will now be located inside of the proposed right-of-way limits. Conveyance facilities will be reconstructed as needed to fit the proposed project configuration. Water quality and flow control facilities will relocated, modified and/or replaced by an equivalent facility as described in the following sections. 1586/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 4.3.1 Existing Offsite Water Quality Facilities There are two known water quality facilities that will be affected by the proposed project: a biofiltration swale at the Walgreens store (275 Rainier Avenue S) and an oil/water separator at the Union 76 gas station (300 Rainier Ave S). Walgreens Biofiltration Swale: The first facility is a biofiltration swale located at Walgreens (275 Rainier Avenue S). The swale is approximately 70 feet long by 7.6 feet wide. The roadway improvements will cover approximately half the existing swale footprint. A replacement biofiltration swale has been included in the design that will have the same area as the existing swale. The replacement swale will have a length of 105 feet and a width of 5 feet. Union 76 Oil/Water Separator: The second facility is an existing oil-water separator located at the Union 76 gas station (300 Rainier Avenue S). This structure provides high-use site oil/water separation for the pavement area outside the fueling island. The existing structure will be replaced with a new facility with equal or greater capacity. 4.3.2 Existing Offsite Flow Control Facilities There is one known storm detention system that will be affected by the proposed project. The facility is a small detention tank located at Midas (265 Rainier Avenue S) that serves the auto repair shop’s parking lot. The facility is an 18-inch diameter corrugated metal pipe and 66-feet in length, with a storage volume of 116 cubic feet. No plans or calculations could be found for this system. It is proposed to be replaced by a 30-inch diameter tank, 28 feet in length to provide an equivalent storage volume. The new detention system will contain a control structure equivalent to the geometry of the existing control structure. 1686/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 5. Conveyance System Analysis and Design 5.1 Design Standards As discussed in Chapter 1, conveyance elements for this project are being designed in accordance with the requirements of the 2009 King County Surface Water Design Manual (KCSWDM) because Department of Ecology’s 2005 SMMWW does not contain specific requirements for conveyance. In addition, gutter and inlet calculations have been performed in accordance with the requirements of the WSDOT Hydraulics Manual, as referenced by the 2009 KCSWDM. 5.2 Existing Conveyance System Existing drainage from offsite properties adjacent to the roadway must be maintained by reconnecting private systems to the new conveyance lines. A majority of the offsite flows are generated from existing parking lots and driveways associated with the commercial properties along Rainier Avenue S. Following is a description of existing storm drainage conveyance systems in the vicinity of the project: 5.2.1 Existing Conveyance - TDA A The project area between S 2nd Street and S 3rd Street is conveyed by gutter flow towards the south. An existing conveyance system begins midway along the west side as the roadway transitions from a crowned to a superelevated road section. The system continues south to S 3rd Street and is connected to a manhole downstream of the box culvert. An inlet is located near the northwest corner of the Rainier Avenue S and S 3rd Street intersection to collect roadway runoff from the east side of the roadway and is connected to a manhole upstream of the box culvert. The project area between S 3rd Street and S 3rd Place is conveyed by an existing pipe system along both sides of the roadway. 5.2.2 Existing Conveyance - TDA V The project area between S 3rd Place and the BNSF Railroad Bridge is collected and conveyed by an existing pipe drain system along both sides of the roadway. Both systems flow south along the curb line towards the railroad bridge that crosses Rainier Avenue S. The two systems are combined at a manhole approximately 40 feet south of the bridge on the west side of the roadway. The manhole is located at the low point of the sag curve and discharges to an existing pump station. The roadway is superelevated between the railroad bridge and the south border of TDA V. The project area is collected and conveyed north along the west side of the roadway. The first inlet in the system is located in the vicinity of the Brown Bear Car Wash and Lithia Car Dealership property line. A storm drain pipe along the east side of the roadway collects off-site runoff from adjacent commercial properties and conveys it to the pump station. See Section 5.5 for additional description regarding the existing pump station and impacts to it resulting from this project. 1786/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 5.2.3 Existing Conveyance - TDA I The project area on Rainier Avenue S approximately 350 feet north of SW 7th Street and south to the intersection is collected and conveyed south by an existing pipe drain system along the west side of Rainier Avenue S. The stormwater is conveyed west on S 7th Street. The west half of the roadway from SW 7th Street to Hardie Avenue SW is collected and conveyed north by an existing pipe drain system to SW 7th Street. The west half of the roadway from Hardie Avenue SW to approximately 160 feet north of Grady Way SW is conveyed north by gutter flow and collected at Hardie Avenue SW. The collected runoff is piped north on Hardie Avenue SW to SW 7th Street. 5.2.4 Existing Conveyance - TDA GW The project area (east side of Rainier Avenue S) between SW 7th Street to Grady Way SW is collected and conveyed south by an existing pipe drain system along the east side of the roadway. The west side of the roadway is in TDA I. The conveyance system is under the sidewalk and the storm drainage inlets along the curb tie into the main line. A portion of the system is located in the Sound Ford parking lot. The system flows south and crosses the roadway at Grady Way SW then flows west. 5.3 Proposed Conveyance System 5.3.1 Conveyance System Description The proposed storm drainage conveyance system typically has one pipe on each side of Rainer Avenue S to collect and convey stormwater within each TDA, generally maintaining the existing flow patterns described in Section 5.2. Several raised concrete medians are proposed, which require additional drainage along the median in superelevated areas. Video inspections performed during the design phase revealed several locations where private drainage systems are connected into the existing street drainage system using tee fittings. The new conveyance system will replace all tee connections with connections at catch basins to facilitate inspection and cleaning. Some existing components of the conveyance system will remain in place to reduce utility relocation and in offsite areas where existing easements have been established. Video inspections of these systems have been performed to verify serviceable condition. Following is a list of existing conveyance elements that are proposed to remain in service following construction of roadway improvements, including a discussion of inspections/investigations findings. The 30-inch diameter concrete storm drain crossing under Rainier Avenue approximately 150 feet north of Grady Way will remain in service. The pipe is approximately 8.5 feet deep at its shallowest location. A video inspection performed on 1/21/10 revealed the existing concrete pipe to be in good condition, with the exception of an open joint located 93 feet to the east of SDMH 26802. The pipe was cleaned for the video inspection. The next structure to the east has a buried access lid, which will be adjusted to grade as a part of this project. A new catch basin (CB #5) will be constructed on this pipe to connect the new roadway drainage system. As part of this work, the portion of the existing pipe between the open joint and CB #5 will be replaced with new pipe. 1886/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report The existing 12-inch diameter concrete storm drain adjacent to Seattle Super Supplements will remain to convey off-site runoff around the proposed water quality treatment system serving this portion of the roadway. The video inspection performed on 2/1/10 revealed the concrete pipe to be in good condition, with two tee’d in connections from the east. The downstream end of this pipe will be replaced (CB #26) to provide a lower outlet grade for the water quality vault. The upstream end will be adjusted to provide greater pipe cover. The tee connections will be removed and replaced with catch basins.(Note: This pipe system for off-site runoff may be changed to a new pipe prior to the 90% Submittal) The existing 24-inch and 60-inch concrete storm drains in S 7th Street will remain in service. These systems were not video inspected as part of this project. The 60-inch storm drain was constructed and the 24-inch pipe repaired in 2004 as part of the SW 7th Street Drainage Improvement Project, Phase 2. The storm drain between existing CB 30688 and 30683 will remain in service. This pipe serves an existing underdrain system at the roadway low point near the railroad bridge. The video inspection performed on 1/26/10 revealed the 12” concrete storm drain to be in good condition. The pipe was cleaned for the video inspection. The underdrain system from the north appears to have been removed, probably during removal of the center pier of the former railroad bridge.(Note: The existing underdrain system is being evaluated to determine if it needs to be replaced.) The existing 18-inch diameter concrete storm drain crossing under Rainier Avenue at 4th Place will remain in service. The pipe is approximately 8.5 feet deep. The video inspection performed on 2/1/10 revealed the existing concrete storm drain to be in very good condition. The pipe was cleaned for the video inspection. The existing 8-foot by 10-foot box culvert at 3rd Street/Sunset Way will remain in service. The video inspection performed on 12/23/09 revealed the existing cast-in-place structure to be in good condition, although in need of cleaning. Groundwater infiltration into the structure was noted at four locations. Access improvements are proposed at both ends of the culvert as part of this project and the Lake Avenue storm drain replacement project.(Note: Culvert cleaning and evaluation by a structural engineer will be performed prior to completing the drainage design.) The existing 18-inch diameter concrete storm drain crossing under Rainier Avenue at 2nd Street will remain in service. The pipe is approximately 6.5 feet deep. The video inspection performed on 1/28/10 revealed the existing concrete pipe to be in good condition. The pipe was cleaned for the video inspection. 5.3.2 Conveyance System Analysis/Sizing Core Requirement #4 of the 2009 KCSWDM requires new conveyance systems to have adequate capacity to handle runoff from a 25-year storm, and to not create or aggravate a severe flooding problem during a 100-year storm. Existing onsite conveyance systems with no change in flow characteristics are not required to be analyzed. Per Table 3.2 of the 2009 KCSWDM, Rational Method hydrology is required for conveyance analysis of drainage basins less than 10 acres in size. For drainage basins larger than 10 acres, either the Rational Method, or the King County Runoff Time Series (KCRTS) method, with 15-minute time steps, may be 1986/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report used. The Rational Method has been used for conveyance system analysis on this project, with the exception of a tailwater elevation analysis for TDA GW (see Table 4) and for an analysis of the Rainier Avenue pump station (Section 5.5). For sizing new conveyance pipes, the method of the 2009 KCSWDM (as documented in KCSWDM 4.2.1.2) is to perform preliminary sizing using a uniform flow analysis and final sizing using a backwater analysis. In lieu of the KCSWDM approach, the Renton Public Works Department, Surface Water Division has approved the use of XP-SWMM for conveyance analysis for this project. The following Rational Method input parameters were used for the conveyance system sizing: Impervious C=0.9 Pervious C=0.25 Time of Concentration Tc=6.3 minutes (10 minutes used for large off-site basins) Percent Impervious=90% (from Table 1) P25=3.4” P100=3.9” XP-SWMM supports rational method hydrology, but not King County’s specific method for calculating peak rainfall intensity IR based on the total 24-hour precipitation. To incorporate the 2009 KCSWDM Rational Method approach into XP-SWMM, an Intensity-Duration-Frequency (IDF) table was prepared for specific precipitation conditions in Renton, using the aR and bR coefficients found on Table 3.2.1B of the KCSWDM. Because the Rational Method flows generated by XP-SWMM were found to be 12% higher than flows directly calculated using the KCSWDM method, a correction factor was applied to the IDF Table. A copy of the original and modified IDF tables, and a separate spreadsheet calculation of the peak flows, has been included in Appendix C. Within XP-SWMM, the calculated Rational Method flows were treated as peak flows for the hydraulic routing, resulting in minor flow attenuation within the system due to the travel time within the conveyance system. The calculations were performed using both 25-year and 100-year hydrology. Separate models were run for each TDA. Tailwater condition assumptions used in these analyses are described below in Table 4. Model input and output tables have been included in Appendix C. The conveyance system has been sized so that no catch basins overtop during the 25-year Rational Method design storm. During a 100-year storm, the calculations indicate minor overtopping at SDMH 8082 and SDMH 8628 in TDA V and at CB 11 in TDA GW. SDMH 8082 and 8628 are solid lid structures at the intersection of 4th Place. Only 0.1’ of overtopping is predicted at CB11, which is at a sag location. It should also be noted that the Rational Method hydrology calculations are very conservative with short times of concentration, with flows approximately 2.7 times higher than KCRTS using 15-minute time steps. As a result, it is unlikely that the predicted overtopping would actually occur due to undersized pipes within Rainier. If overtopping were to occur, the cause would most likely be due to a downstream tailwater conditions exceeding the design values listed in Table 4. 2086/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report Table 4. Tailwater Elevations Outfall Location Design Tailwater Elevation (ft) Source Sunset Way/3rd Street (TDA A) – Box Culvert 26.35 25-year TW based on XP-SWMM modeling performed for 7th Street and Shattuck Avenue projects (see Shattuck Avenue Stormwater Diversion Modeling Report – Scenario 2A, Node 80A_ABACAP, in Appendix E) Pump Station (TDA V) – Exst pump station wetwell SDMH 30682 18.75 25-year TW from pump station modeling (see Section 5.5 and Appendix C) 7th Street (TDA I) – Exst SDMH 32050 22.28 25-year water elevation based on XP-SWMM modeling performed for 7th Street and Shattuck Avenue projects (see Shattuck Avenue Stormwater Diversion Modeling Report – Scenario 2A, Node CB40 (17+97)). Grady Way (TDA GW) – Exst SDMH 28310 22.30 Assumed 25-year backwater elevation calculated at CB 5 based hydraulic modeling from CB 5 downstream to Lind Ave, using KCRTS 15-minute peak flows from a 22.4-acre tributary basin (see analysis in Appendix C) 5.4 Gutter Flow and Inlet Design Section 4.2.1.2 of the 2009 KCSWDM references Chapters 5 of the WSDOT’s Hydraulics Manual for performing inlet grate capacity calculations when capacity is a concern. Inlet capacity is a concern for Rainier Avenue due to the width of the roadway, low longitudinal gutter slopes, and limited width available for gutter flow spread outside of the travel lanes. Section 5-4 of the Hydraulics Manual specifies the design gutter flow spread widths and corresponding design frequencies, based on various roadway classifications. As a high-volume roadway with a posted speed of less than 45 mph, the gutter spread design requirements for Rainier Avenue are as follows: Continuous grade gutter spread (10-year):Shoulder + 2’ Sag point gutter spread (50-year):Shoulder + 2’ Based on these requirements, the allowable 10-year gutter flow spread was determined to be 4 feet (2’ shoulder + 2’) along the outside roadway gutters. In superelevated areas where the flow travels along the median curb, the allowable 10-year gutter flow spread was determined to be 3 feet (1’ shoulder + 2’). A larger gutter flow spread is allowed for collector roadways with a posted speed of less than 45 mph, with design gutter flow to spread across half the driving lane. This standard would allow up to 6’ of gutter flow spread and could be applicable to the turn lanes of the Rainier Avenue project. WSDOT’s standard calculation spreadsheets were used to perform gutter flow and inlet design calculations for continuous grades and at sag locations. These worksheets can be found in Appendix D. 2186/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report The proposed conveyance system was initially laid out based on where catch basins (CBs) were needed at junctions for connecting off-site pipes, sag locations, and at curb returns. Additional CBs were added to reduce gutter flow spread where the calculations indicated it was necessary. However, due to the narrow allowable spread widths and relatively flat gutter slopes, it was not possible to achieve the allowable flow spread in all areas of the roadway without excessive closely-spaced inlets. Section 5-4 of the Hydraulics Manual acknowledges that in urban situations it is not always feasible to achieve the recommended design gutter flow spreads. It should also be noted the WSDOT Hydraulic Manual is more restrictive than the FHWA’s Hydraulic Engineering Circular No. 22,Urban Drainage Design Manual, on which the WSDOT requirements are based. FHWA’s requirements typically allow 1’ more gutter spread than WSDOT’s. Following is a description of the areas where the design gutter flow spread cannot be feasibly achieved, and a discussion of the conditions in each case that could justify minor deviations from these standards: Southbound median curb, Station 13+00 to 17+00 (between Grady Way and 7th Street): In this section, the 10-year gutter flow spread is approximately 4’, which exceeds the allowable 3’, and the 50-year spread at the CB 21 sag location is 4.7’. However, half of this length is within a left-turn pocket where 6’ of flow spread is justifiable (see discussion above). The remainder, between Station 15+00 and 17+00, already has closely-spaced inlets at a sag location (CBs 21, 21, and 22). Achieving a maximum 3’ gutter spread would require two additional catch basins, with approximate 50-foot spacing. Northbound outer curb, Station 20+50 to 22+00 (south of 7th Street): In this section, the 10-year gutter flow spread reaches approximately 5.3’, which exceeds the allowable 4’. This exceedance of the standards is not expected to create a hazard due to slower traffic in this section of the Business Access and Transit (BAT) lanes and in the right turn lane. Northbound median curb, Station 23+80 to 22+00 (north of 7th Street): In this section, the 10-year gutter flow spread reaches approximately 6.4’, which exceeds the allowable 3’. Addition of a CB north of CB 38 to reduce this spread will be considered during final design. Sag inlets at the BNSF railroad crossing: At this location, the sag inlet analysis for the southbound lanes at CB 70 shows a 50-year spread of 5.1’, and 6.6’ at CB 61 along the northbound median. Reduction of these spread widths does not appear feasible without excessive closely-spaced inlets. The 50-year 5.1’ flow spread within the southbound roadway is not expected to create a hazard due to slower traffic and heavier vehicle use in this section of the BAT lane. The identified 6.6’ 50-year flow spread in the northbound lanes will not create a hazard due to its location within a left turn lane for S 4th Place. Sag inlet along the northbound median at Station 26+00 (CB 39): At this location, the sag inlet analysis shows a 50-year spread of 3.6’, which exceeds the allowable 3’. This minor exceedance of the standards is not expected to create a hazard. Flanking inlets have not been included at this location because this sag in the curb line is very slight (only 0.2’) so if the inlet became plugged, any overflows would flow north to CB 50 before any significant ponding would occur. 2286/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report Southbound outer curb, Station 34+00 to 39+00 (between S 4th Place and S 3rd Street): In this section, the 10-year gutter flow spread reaches approximately 4.5’, which slightly exceeds the allowable 4’, and the 50-year spread at CB 80 and CB 89 (northbound) sag locations is 4.7’. This slight exceedance of the standards is not expected to create a hazard due to slower traffic in this section of the BAT lanes. Northbound outer curb, Station 43+50 to 46+00: In this section, the 10-year gutter flow spread reaches approximately 5.3’, which exceeds the allowable 4’, and the 50-year spread at the CB 100 sag location is 5.6’. This exceedance of the standards is not expected to create a hazard due to slower traffic in this section of the BAT lanes and in the right turn lane. Southbound median curb, Station 47+00 to 51+00 (between S 3rd Street and S 2nd Street): In this section, the 10-year gutter flow spread reaches 4.7 feet upstream from CB 118, and 4.1 feet for the rest of this length, which exceeds the allowable 3’. However, the majority of this length is within a left-turn pocket where 6’ of flow spread could be justified (see discussion above). For the remainder of this length, between Station 50+00 and 51+00, the minor exceedance of the standards is not expected to create a hazard. Achieving a maximum 3’ gutter spread would require at least one additional catch basin, with a spacing between catch basins of approximately 50 feet. 5.5 Rainier Avenue Pump Station Performance and Impacts As discussed in Section 5.2.2, Basin V drains to an existing stormwater pump station adjacent to the railroad crossing. This pump station was constructed in 1960, and over time the tributary basin appears to have increased from approximately 17 acres to 71 acres. Phase 1 of the Rainier Avenue improvements included constructing a 48-inch gravity storm sewer along Shattuck Avenue between 4th Place and 7th Street, which diverts runoff from approximately 54 acres away from the pump station. The reduction in peak flows to the pump station resulting from the diversion has been modeled to be approximately 8 cfs during a 25-year storm. The Shattuck Avenue Stormwater Diversion Modeling Report (see Appendix E) was prepared prior to construction of the 48-inch storm sewer in Shattuck Avenue, which updated an existing XP-SWMM model of the area and evaluated alternative configurations for the diversion. Alternative 2 of the Shattuck Avenue analysis was chosen, and construction was completed in 2010. Additional analysis has been performed as part of the current phase of the Rainier Avenue Improvements project to predict pump station performance changes resulting from the Shattuck Avenue Stormwater Diversion and the proposed Rainier Avenue roadway geometry and conveyance system. This additional analysis was performed using an XP-SWMM hydraulic model of the proposed conveyance system in the vicinity of the pump station, using KCRTS with 15-minute time steps for hydrology calculations. 2, 10, 25, and 100-year storms have been evaluated for this analysis. The capacity of the existing pump station used for this analysis is the same as was used for the previous Shattuck Avenue modeling—6.9 cfs for one pump operating and 13.5 cfs for both pumps. Renton Public Works staff have indicated that the actual capacity of the pump station may be significantly lower, possibly due to degraded impellers, insufficient pump submergence, modified on/off set points, and prior modifications to the valves and piping system. However, since there is no data from direct metering of 2386/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report the pumped flows, the previously-calculated capacities have been used for this analysis. Public Works will be upgrading the pump station in Summer 2010 with refurbished pumps and motors, which may improve the capacity of the system somewhat. If flow monitoring is performed following those upgrades, the pump performance can be re-analyzed at that time. A second pipe connection to the pump station wetwell is proposed as part of this project, and has been included in this modeling. This is needed to increase flow capacity into the wetwell from the roadway storm drainage system, which is currently restricted by a single 18-inch diameter pipe. Removal of this restriction will increase the effective storage of the wetwell by adding the volume of upstream pipes and drainage structures. Additionally, reducing the headloss between the roadway conveyance system and pump wetwell could potentially allow for adjusting the pump on/off set points to operate the pumps with greater submergence. Documentation of the KCRTS hydrology modeling and the XP-SWMM hydraulic model is found in Appendix C. Table 5 below presents the results of the analysis. Table 5. Pump Station Performance 2-year 10-year 25-year 100-year Peak Inflow 7.2 cfs 9.8 cfs 13.9 cfs 18.6 cfs Max Pump Flow 13.5 cfs 13.5 cfs 13.5 cfs 13.5 cfs Low Point Ground Elevation 19.4 ft 19.4 ft 19.4 ft 19.4 ft Maximum Water Elevation 17.7 ft 17.7 ft 18.8 ft 20.3 ft Freeboard 1.7 ft 1.7 ft 0.6 ft -0.9 ft As illustrated in Table 5, this analysis shows the pump station providing enough capacity to handle runoff from a 25-year storm, and a 0.9-foot depth of flooding during a 100-year storm. This represents a significant improvement over conditions prior to construction of the Shattuck Avenue Bypass. 2486/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 6. Special Reports and Studies Geotechnical Report - Rainier Avenue Improvements Project – Phase I Jacobs Associates 2/10/2010 Geotechnical Report Addendum – Rainier Avenue Improvements Project – Phase 2 – Jacobs Associates 6/22/2010 2586/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 7. CSWPPP Analysis and Design A Construction Stormwater Pollution Prevention Plan (CSWPPP) consists of drawings and details, and a narrative describing how each of the 12 SWPP Elements have been evaluated and incorporated into the plans. 7.1 CSWPPP Drawings Temporary Erosion and Sedimentation Control (TESC) plans for this project have been prepared and incorporated into the Contract Plans, which will serve as the CSWPPP drawings for this project. In accordance with Section 8-01.3 of the 2010 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction (Standard Specifications), the contractor will have the option to adopt the TESC plans included in the Contract Plans, or submit modified TESC plans for approval. The Contractor is required to designate an ESC Lead who has a current Certificate of Training in Construction Site Erosion and Sediment Control from a course approved by the Washington State Department of Ecology. The ESC Lead is responsible for installing, inspecting, and maintaining BMPs included in the TESC Plan, and updating the TESC plan to reflect current field conditions. 7.2 CSWPPP Narrative The following CSWPPP Narrative describes how each of the 12 SWPP Elements have been evaluated for this project and provides a summary of the BMPs that should be employed during construction. 7.2.1 Introduction Site and Soil Conditions The project site is a heavily developed urban arterial with some landscaping. Site topography is generally flat, with the exception of slopes in the vicinity of the railroad bridge. As described by the project geotechnical report, the existing project area is underlain by 2-5 feet of fill soils with varying properties ranging from medium dense, medium to coarse silty sand or loose to medium dense, fine to coarse silty, sandy to very sandy gravel. Alluvium soils encountered beneath the fill layer generally consist of interbedded layers of soft, silty clay to clayey silt; very loose to medium dense, fine to coarse sand and silty fine sand; and very loose to medium dense silt. Erosion Potential Improvements to the roadway will require clearing existing landscaped parking strips and medians, and removing portions of the existing pavement. The total area of soils expected to be exposed within the 13.6 acre project area is approximately 8 acres over the course of an 18-month construction period. The potential for erosion and sediment control problems during construction is reduced due to relatively flat topography, the linear configuration of the project, and because exposed soils are spread out along the length of the project and separated by pavement that will remain. Regardless, BMPs will be used during construction to ensure that the City of Renton is meeting State water quality standards (i.e. preventing 2686/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report sediment from mixing with stormwater runoff and discharging into the storm sewer system and waters of the State). Primary Water Quality Risks BMPs will be used to prevent: Turbid construction runoff from entering storm sewer systems that discharges to Springbrook Creek, the Black River Forebay, and eventually to the Green River. Mixing of offsite runoff from adjacent properties with construction runoff, increasing turbidity and erosion. Increased turbidity in stormwater leaving the site. Construction equipment from tracking sediment and mud onto adjacent paved roadway surfaces that would discharge to downstream waters. TESC Plan Concept The TESC plan provides a proactive approach to managing and controlling erosion and sediment. It establishes when, where, and how specific BMPs will be implemented to prevent erosion and the transport of sediment from the project during construction. BMPs have been identified in the plan to reduce the possibility of construction runoff transporting sediment into surface waters. The following list summarizes project specific BMPs and construction issues addressed in the plan: Inlet protection inserts will be installed in all new and existing stormwater catch basins and inlets within the project area. Inserts filter stormwater runoff and provide a primary or secondary method of preventing sediment from entering the storm sewer system. High visibility fence will be used to protect vegetation and delineate the limits of clearing and grading. Silt fence will be used in areas where project runoff could sheet flow off site. Several types of BMPs will be applied to protect disturbed areas and slopes from erosion. Specific soil covering areas and practices have not been shown on the TESC plans due to the variable nature of roadway improvement construction. Soil covering practices will be implemented by the Contractor in accordance with the requirements of the WSDOT Standard Specifications and as required by the Engineer. Temporary curbs may be needed in some areas to prevent runoff from existing pavement from entering disturbed soils in widening areas. The location of temporary curbs would be implemented when determined to be needed by the Engineer and ESC Lead. The following section provides a more detailed analysis of the project risks associated with each of the 12 TESC elements and the BMPs selected to mitigate these risks. 2786/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report 7.2.2 Analysis of TESC Elements TESC Element 1: Mark Clearing Limits Risk Analysis: The associated risks for clearing include the potential to clear vegetated areas beyond the areas needed for construction. The Rainier Avenue work will not occur directly adjacent to natural resources (e.g. wetlands/streams/lakes) so the risk of directly disturbing sensitive areas is low. BMPs Identified: High Visibility Fence, Standard Specification 8-01.3(1) High visibility fence will be installed adjacent to work areas not bounded by existing pavement or curbs. The high visibility fencing will delineate clearing and grading limits to protect existing vegetation and buffer areas. High visibility fencing will be installed prior to any construction activities. The fencing will be inspected periodically and immediately replaced if damaged. TESC Element 2: Establish Construction Access Risk Analysis: The associated risks for establishing construction access are reduced by plans to retain much of the existing pavement. Haul vehicles will be able to remain on paved surfaces in many areas; however, other construction equipment will have access to exposed soils. BMPs Identified: Stabilized Construction Entrance, Standard Specification 8-01.3(7) Street Cleaning, Standard Specification 8-01.3(8) Tire Wash, Standard Specification 8-01.3(7) Tire wash facilities will be constructed in conjunction with new construction entrances. Tire wash water will be disposed of so that it does not violate water quality standards or any permit conditions. If sediment is transported onto a road surface, the road will be cleaned thoroughly at the end of each day. Sediment will be removed from roads by shoveling or sweeping and transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is first removed in this manner. The approach for stabilizing construction access points will be refined during final design once construction staging and traffic control plans have been prepared. TESC Element 3: Control Flow Rates Risk Analysis: The amount of new impervious surface proposed to be constructed within each TDA within the project area is small compared to the existing impervious surface (less than 2% increase). As a result, the post- development flow rates for each TDA will not increase significantly from existing conditions. Therefore, risks associated with flow rates downstream from the construction zone are negligible. Erosion risks 2886/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report resulting from flow rates within the construction area will be mitigated by the BMPs proposed to address the other TESC elements. TESC Element 4: Install Sediment Control Risk Analysis: The risks associated with sediment erosion are moderate. There is a potential risk of offsite runoff discharging onto disturbed work areas, which would cause sediment and stormwater to enter the storm sewer system. However this risk is reduced by the fact that the exposed soils for pavement replacement will typically be lower in elevation than the adjacent pavement and catch basins, and will tend to collect and infiltrate runoff. BMPs Identified: Inlet Protection, Standard Specification 8-01.3(9)D Silt Fence, Standard Specification 8-01.3(9)A Temporary Curb, Standard Specification 8-01.3(13) Existing vegetation will be preserved and protected with fencing prior to construction. Inlet protection inserts will be installed prior to the start of construction in existing stormwater inlets within and down gradient from the project work areas. Inlet protection inserts will be installed in new stormwater inlets as they are constructed. Silt fence will be installed adjacent to the down gradient edge of disturbed areas not bounded by pavement or retaining walls. Temporary curbs may be used in some area on the upstream side of the work area to direct runoff from adjacent pavement into existing catch basins Widening areas that are cut down to sub-grade below adjacent pavement and inlets will provide informal sediment trapping. TESC Element 5: Stabilize Soils Risk Analysis: Some soils within the project area have a high risk potential for erosion because of high silt content and low infiltration rate. The project will disturb up to approximately eight acres of soil over the course of 18 months, including one wet season. However, the potential for erosion is reduced because soil disturbance will be staged to occur at separate, smaller construction areas over the duration of the project rather than all at once. BMPs Identified: Stabilized Construction Entrance, Standard Specification 8-01.3(7) Temporary Mulching, Standard Specification 8-01.3(2)D Erosion Control Blanket, Standard Specification 8-01.3(3) 2986/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report All exposed and unworked soils will be stabilized according to the following criteria: From October 1 to April 30, no exposed and unworked soils shall remain unstabilized (exposed) for more than two days. Construction activities should never expose more than five acres during this time period. From May 1 to September 30, no exposed and unworked soils on slopes will remain unstabilized (exposed) for more than seven days. Construction activities should never expose more than 17 acres during this time period. TESC Element 6: Protect Slopes Risk Analysis: The roadway widening will use retaining walls and small cut/fill slopes in limited areas to match existing grades. However, as the majority of site topography is relatively flat, the risk of severe erosion from these disturbed slopes is limited. In addition, the slopes that exist are short in length. BMPs Identified: Erosion Control Blanket, Standard Specification 8-01.3(3) Although it is not anticipated that slopes will be left unworked prior to final stabilization, erosion control blankets should be used if short-term slope protection is needed. TESC Element 7: Protect Drain Inlets Risk Analysis: Associated construction activities of this project have a high risk of potentially affecting water quality. Several catch basins within the project area collect stormwater which is conveyed through storm sewer pipes and discharged directly to Lake Washington and its associated waterways. BMPs Identified: Inlet Protection, Standard Specification 8-01.3(9)D All catch basins within the project area that collect stormwater from the construction site will be protected so that sediment is contained by the catch basin before it is discharged to Springbrook Creek or the Black River Forebay. Inlet protection BMPs will be installed in all stormwater inlets within and down gradient from the construction work areas. TESC Element 8: Stabilize Channels and Outlets Risk Analysis: The risk of erosion to channels and outlets is low because neither of these drainage features are proposed as part of the Rainier Avenue Improvements project. BMPs Identified: Since this project does not include channels and outlets, no specific BMP’s have been identified. 3086/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report TESC Element 9: Control Pollutants Risk Analysis: The risk associated with pollutants generated from construction activities within the project area is relatively high. During construction, organic and inorganic pollutants from construction activities could potentially enter the stormwater system, which conveys runoff to the Black River Forebay and the Green River. Saw cutting and pouring of concrete will be part of this project; BMPs must be implemented to keep construction waste separate from stormwater. A detailed plan for containing concrete during cutting and pouring and storing hazardous waste and fuel at the staging area will be provided in the Contractor’s Spill Prevention, Control, and Countermeasures (SPCC) Plan and the Concrete Contaminant and Disposal Plan (CCDP). Due to the urban nature of the Rainier Avenue corridor, there is the potential for existing hazardous materials within the project area. BMPs Identified: Erosion and Sediment Control (ESC) Lead, Standard Specification 8-01.3(1)B Spill Prevention, Control and Countermeasures Plan, Standard Specification 1-07.15(1) The ESC Lead shall implement and update the TESC plan when necessary to prevent pollutants and sediment associated with construction activities from entering the storm sewer system. These changes will be documented and shown on the TESC Plan. All pollutants, including construction materials, waste materials, and demolition debris must be handled and disposed of in a manner that does not cause contamination of stormwater, soil, or groundwater. All other potential pollutants will be properly disposed of off-site. Methods for controlling pollutants that can be considered hazardous materials, such as hydrocarbons and pH-modifying substances, will be described in the Contractor’s SPCC plan. Handling of concrete, concrete slurry, dust, and pH-modifying substances will be specifically addressed in the CCDP. TESC Element 10: Control Dewatering Risk Analysis: The associated risk from dewatering for construction activities associated with the project is moderate. Due to relatively high groundwater, dewatering may be required for some activities. BMPs Identified: When groundwater is encountered in an excavation, it should be treated and discharged per Standard Specification 8-01.3(1)C. Dewatering devices shall discharge into a sediment trap or portable tank (e.g. Baker Tank). The rate of dewatering discharge shall not exceed the design capacity of the sediment trap. The Contractor will responsible for developing a plan for dewatering and properly disposing of collected ground water. 3186/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report TESC Element 11: Maintain BMPs Risk Analysis: The associated risk from sediment entering the existing drainage system that leads to Springbrook Creek and the Black River Forebay is high. The limited work areas and access routes, as well as extended periods of precipitation, could result in destabilization of BMPs during construction activities. In addition, changes in construction staging and conditions may require modifications to the TESC elements. BMPs Identified: Erosion and Sediment Control (ESC) Lead, Standard Specification 8-01.3(1)B Maintenance Standard Specification 8-01.3(15) The Contractor shall identify an ESC Lead at preconstruction discussions. The ESC Lead must have a current Certificate of Training in Construction Site Erosion and Sediment Control from a course approved by WSDOT’s Statewide Erosion Control Coordinator. The ESC Lead is responsible for implementing and updating the TESC plans. All temporary and permanent erosion control BMPs must be inspected at least once every five working days and each day there is a runoff-producing storm event. BMPs must be maintained as needed to assure their continued performance. Any BMP deficiencies identified during inspections will be immediately corrected and documented. A TESC inspection report will be prepared for each inspection and included in the Site Log Book. The inspection report will include, but not be limited to: When, where, and how the BMPs were installed, maintained, modified, and removed. Repairs needed and repairs made. Observations of BMP effectiveness and proper placement. Recommendations for improving the performance of BMPs. TESC Element 12: Manage the Project Risk Analysis: The associated risks for managing this project are low. There are no unique circumstances that would make the ESC Lead unable to follow and implement the specifications identified in 8-01.3(1)B. BMPs Identified: Contractor’s TESC Plan Modifications and Schedule, Standard Specification 8-01.3(1)A Erosion and Sediment Control (ESC) Lead, Standard Specification 8-01.3(1)B Plan Implementation: 1. Contractor Adopts or Modifies Plan at Pre-Construction Meeting Because the Contractor determines the construction methods and schedule for the project, the Contractor is responsible for reviewing the TESC plan included in the contract documents and either adopting it or modifying it for better compatibility with the proposed construction approach. 3286/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report Standard Specification 8-01.3(1) requires the Contractor to provide the following at the Pre-Construction Meeting: Proposed modifications to the TESC plan. Schedule for TESC plan implementation incorporated into the Contractor’s progress schedule. Name of ESC Lead. 2. ESC Lead Implements the Plan During Construction The ESC Lead is responsible for implementing the TESC plan throughout construction. This includes installing and maintaining BMPs, performing BMP inspections, maintaining the TESC file with current plans and inspection reports, and working with the Engineer. Implementing the plan often includes making modifications in the field and documenting these modifications. The ESC Lead must coordinate with the WSDOT Engineer to modify the plan as needed. The Contractor must identify an ESC Lead at the Pre-Construction Meeting. The ESC Lead must have a current Certificate of Training in Construction Site Erosion and Sediment Control from a course approved by the Washington State Department of Ecology. The ESC Lead shall maintain a copy of the TESC file. The file should include, but not be limited to: TESC inspection reports. Stormwater site plan. Temporary erosion and sediment control (TESC) plan. National Pollutant Discharge Elimination System (NPDES) construction permit (Notice of Intent). Other applicable permits SPCC Plan CCDP Plan. 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Appendix A Land Coverage Maps 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg7/29/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg7/29/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg7/29/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg7/29/2010 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Appendix B Flow Control and Runoff Treatment Facility Calculations Documentation of Flow Control Threshold Calculations Runoff Treatment Sizing Calculations Runoff Treatment Area Maps Ecology GULD for Contech StormFilter Filterra Alternative Maps Filterra Sizing Information Ecology GULD for Americast Filterra PEAK FLOW CALCULATIONS FOR EVALUATION OF MIN. REQUIREMENT #7 Page 1 of 4 PREDEVELOPED TDA A AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.34 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 3.50 Impervious Flow Frequency Analysis Time Series File:predev-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.879 6 2/09/01 2:00 1.73 1 100.00 0.990 0.763 8 1/05/02 16:00 1.28 2 25.00 0.960 1.06 3 12/08/02 18:00 1.06 3 10.00 0.900 0.879 7 8/26/04 2:00 1.04 4 5.00 0.800 1.04 4 10/28/04 16:00 0.939 5 3.00 0.667 0.939 5 1/18/06 16:00 0.879 6 2.00 0.500 1.28 2 10/26/06 0:00 0.879 7 1.30 0.231 1.73 1 1/09/08 6:00 0.763 8 1.10 0.091 Computed Peaks 1.58 50.00 0.980 DEVELOPED TDA A AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.18 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 3.66 Impervious Flow Frequency Analysis Time Series File:dev-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.904 7 2/09/01 2:00 1.77 1 100.00 0.990 0.790 8 1/05/02 16:00 1.33 2 25.00 0.960 1.10 3 12/08/02 18:00 1.10 3 10.00 0.900 0.916 6 8/26/04 2:00 1.09 4 5.00 0.800 1.09 4 10/28/04 16:00 0.965 5 3.00 0.667 0.965 5 1/18/06 16:00 0.916 6 2.00 0.500 1.33 2 10/26/06 0:00 0.904 7 1.30 0.231 1.77 1 1/09/08 6:00 0.790 8 1.10 0.091 Computed Peaks 1.62 50.00 0.980 Page 2 of 4 PREDEVELOPED TDA V AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.51 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 3.97 Impervious Flow Frequency Analysis Time Series File:predev-v.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.01 6 2/09/01 2:00 1.98 1 100.00 0.990 0.871 8 1/05/02 16:00 1.45 2 25.00 0.960 1.22 3 12/08/02 18:00 1.22 3 10.00 0.900 0.999 7 8/26/04 2:00 1.19 4 5.00 0.800 1.19 4 10/28/04 16:00 1.08 5 3.00 0.667 1.08 5 1/18/06 16:00 1.01 6 2.00 0.500 1.45 2 10/26/06 0:00 0.999 7 1.30 0.231 1.98 1 1/09/08 6:00 0.871 8 1.10 0.091 Computed Peaks 1.81 50.00 0.980 DEVELOPED TDA V AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.51 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 3.97 Impervious Flow Frequency Analysis Time Series File:dev-v.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.01 6 2/09/01 2:00 1.98 1 100.00 0.990 0.871 8 1/05/02 16:00 1.45 2 25.00 0.960 1.22 3 12/08/02 18:00 1.22 3 10.00 0.900 0.999 7 8/26/04 2:00 1.19 4 5.00 0.800 1.19 4 10/28/04 16:00 1.08 5 3.00 0.667 1.08 5 1/18/06 16:00 1.01 6 2.00 0.500 1.45 2 10/26/06 0:00 0.999 7 1.30 0.231 1.98 1 1/09/08 6:00 0.871 8 1.10 0.091 Computed Peaks 1.81 50.00 0.980 Page 3 of 4 PREDEVELOPED TDA I AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.35 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 1.99 Impervious Flow Frequency Analysis Time Series File:predev-i.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.502 6 2/09/01 2:00 0.983 1 100.00 0.990 0.435 8 1/05/02 16:00 0.723 2 25.00 0.960 0.604 3 12/08/02 18:00 0.604 3 10.00 0.900 0.498 7 8/26/04 2:00 0.591 4 5.00 0.800 0.591 4 10/28/04 16:00 0.537 5 3.00 0.667 0.537 5 1/18/06 16:00 0.502 6 2.00 0.500 0.723 2 10/26/06 0:00 0.498 7 1.30 0.231 0.983 1 1/09/08 6:00 0.435 8 1.10 0.091 Computed Peaks 0.896 50.00 0.980 DEVELOPED TDA I AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.22 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 2.12 Impervious Flow Frequency Analysis Time Series File:dev-i.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.534 6 2/09/01 2:00 1.05 1 100.00 0.990 0.463 8 1/05/02 16:00 0.775 2 25.00 0.960 0.646 3 12/08/02 18:00 0.646 3 10.00 0.900 0.532 7 8/26/04 2:00 0.633 4 5.00 0.800 0.633 4 10/28/04 16:00 0.570 5 3.00 0.667 0.570 5 1/18/06 16:00 0.534 6 2.00 0.500 0.775 2 10/26/06 0:00 0.532 7 1.30 0.231 1.05 1 1/09/08 6:00 0.463 8 1.10 0.091 Computed Peaks 0.956 50.00 0.980 Page 4 of 4 PREDEVELOPED TDA GW AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.21 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 2.75 Impervious Flow Frequency Analysis Time Series File:predev-gw.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.686 7 2/09/01 2:00 1.34 1 100.00 0.990 0.597 8 1/05/02 16:00 1.00 2 25.00 0.960 0.832 3 12/08/02 18:00 0.832 3 10.00 0.900 0.689 6 8/26/04 2:00 0.819 4 5.00 0.800 0.819 4 10/28/04 16:00 0.732 5 3.00 0.667 0.732 5 1/18/06 16:00 0.689 6 2.00 0.500 1.00 2 10/26/06 0:00 0.686 7 1.30 0.231 1.34 1 1/09/08 6:00 0.597 8 1.10 0.091 Computed Peaks 1.23 50.00 0.980 DEVELOPED TDA GW AREA (ACRES) 0.00 Till Forest 0.00 Till Pasture 0.27 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 2.70 Impervious Flow Frequency Analysis Time Series File:dev-gw.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.679 6 2/09/01 2:00 1.33 1 100.00 0.990 0.589 8 1/05/02 16:00 0.987 2 25.00 0.960 0.822 3 12/08/02 18:00 0.822 3 10.00 0.900 0.678 7 8/26/04 2:00 0.806 4 5.00 0.800 0.806 4 10/28/04 16:00 0.724 5 3.00 0.667 0.724 5 1/18/06 16:00 0.679 6 2.00 0.500 0.987 2 10/26/06 0:00 0.678 7 1.30 0.231 1.33 1 1/09/08 6:00 0.589 8 1.10 0.091 Computed Peaks 1.22 50.00 0.980 Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 MEDIA FILTER SIZING WORKSHEET Project Name: Rainier Avenue S Roadway Improvements TDA I Method of Analysis:2005 Stormwater Management Manual for Western Washington: Volume V -- Runoff Treatment BMPs & General Use Level Designation (GULD) - Contech Stormfilter (Updated December 2007) General Use Level Designation for Basic (TSS) Treatment for Contech StormFilter (See Attached) Software: Western Washington Continuous Hydrology Sotware Model Version 3 (WWHM3) Tributary Discharge Area Surface Types Area (sf) Area (ac) (Developed)Pervious 2178 0.05 Pervious Pollution Generating 0 0 Impervious (i.e. sidewalks)1742 0.04 Impervious Pollution-Generating 10019 0.23 Total: 0.32 Summary of Analysis (See attached WWHM3 report) Flow Frequency Return Periods for Developed Tributary Area Return Period Flow (cfs) 2-year 0.087 5-year 0.11 10-year 0.12 25-year 0.13 50-year 0.15 100-year 0.16 Water Quality BMP Flow and Volume Online Facility Volume:0.038 acre-feet Online Facility Target Flow:0.010 cfs Adjusted for 15 min:0.055 cfs Off-line Facility Target Flow: 0.028 cfs Adjusted for 15 min:0.032 cfs Facility Sizing Water Quality Flow (cfs) x Cartidge Flow Rate (gpm/cartridge) = No.of Cartridges Water Quality Flow Rate 0.055 cfs (1 cfs = 449 gpm) 24.70 gpm Cartridge Flow Rate 7.5 gpm/cart. Cartridges Required 3.29 cartridges USE 4.00 Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 WETVAULT SIZING WORKSHEET Project Name: Rainier Avenue S Roadway Improvements TDA I Method of Analysis:2005 Stormwater Management Manual for Western Washington: Volume V -- Runoff Treatment BMPs BMP T10.20 Wetvaults (Design Criteria 10-19) The sizing procedure for a wetvault is identical to the sizing procedure for a wetpond. The wetpool volume for the wetvault shall be equal to or greater than the total volume of runoff from the 6-month, 24-hour storm event. Alternatively, the 91st percentile, 24-hour runoff volume estimated by an approved continuous runoff model may be used. Software: Western Washington Continuous Hydrology Sotware Model Version 3 (WWHM3) Tributary Discharge Area Surface Types Area (sf) Area (ac) (Developed)Pervious 2178 0.05 Pervious Pollution Generating 0 0 Impervious (i.e. sidewalks)1742 0.04 Impervious Pollution-Generating 10019 0.23 Total: 0.32 Summary of Analysis (See attached WWHM3 report) Flow Frequency Return Periods for Developed Tributary Area Return Period Flow (cfs) 2-year 0.087 5-year 0.11 10-year 0.12 25-year 0.13 50-year 0.15 100-year 0.16 Water Quality BMP Flow and Volume Online Facility Volume:0.038 acre-feet Online Facility Target Flow:0.010 cfs Adjusted for 15 min:0.055 cfs Off-line Facility Target Flow: 0.028 cfs Adjusted for 15 min:0.032 cfs Wetpool Dimensions Required Treatment Volume 1655 cf Determine Geometry of First Cell Volume in first cell (cf)550 Must be 25 - 35% Depth h 1st cell (minus sed. stor.)5.5 (ft) Determine horizontal xs-area at surface Atop =100 (sf) Find top dimensions by adjusting for shape geometrics Dimension of 1st cell:10 width (ft) 10 length (ft) Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 Determine geometry of second cell Volume in second cell (cf)1105 Must be 65 - 75% Depth h of 2nd cell 5.5 (ft) Determine xs-area at surface Atop =201 (sf) Dimension of 2nd cell:10 width (ft) Dimension of 2nd cell:20 length (ft) Geometry Check: Overall Pond L : W at mid depth = 3:1 Cell 1 length (mid-depth)10 (ft) Cell 2 length (mid-depth)20 (ft) Vault length = cell 1 + 2 30 (ft) Vault width 10 (ft) Lmid : Wmid = 3:1 SIZE SUMMARY: Revise per Surface area, change in elevation, etc… Vault width 10 (ft) Vault length 30 (ft) Surface area 300 (sf) Elevation change needed:0 (ft) G:\86\14159\CADD\DRAWINGS\0655D-TIR-WQAREAS.dwg 8/19/2010 CLIENTS PEOPLE PERFORMANCE 1201 Third Avenue, Suite 1500, Seattle Washington 98101 USA T1 206 441 9385 F 1 206 448 6922E seamail@ghd.com W www.ghd.com Western Washington Hydrology Model PROJECT REPORT ___________________________________________________________________ Project Name:Rainier Avenue S Roadway Improvements Basin I Site Address:Vic. 707 Rainier Avenue S City :Renton WA 98057 Report Date :6/23/2010 Gage :Seatac Data Start :1948/10/01 Data End :1998/09/30 Precip Scale:1.00 WWHM3 Version: ___________________________________________________________________ ___________________________________________________________________ PREDEVELOPED LAND USE Name :Wet Vault Bypass:No GroundWater:No Pervious Land Use Acres Impervious Land Use Acres ROADS MOD 0.32 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name :Wet Vault Bypass:No GroundWater:No Pervious Land Use Acres Impervious Land Use Acres ROADS MOD 0.32 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE ___________________________________________________________________ ANALYSIS RESULTS Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.086847 5 year 0.105609 10 year 0.117989 25 year 0.133683 50 year 0.145455 100 year 0.157324 ___________________________________________________________________ Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.087 0.087 1951 0.130 0.130 1952 0.082 0.082 1953 0.074 0.074 1954 0.070 0.070 1955 0.082 0.082 1956 0.083 0.083 1957 0.085 0.085 1958 0.094 0.094 1959 0.088 0.088 1960 0.067 0.067 1961 0.080 0.080 1962 0.075 0.075 1963 0.078 0.078 1964 0.077 0.077 1965 0.081 0.081 1966 0.076 0.076 1967 0.074 0.074 1968 0.114 0.114 1969 0.132 0.132 1970 0.066 0.066 1971 0.075 0.075 1972 0.075 0.075 1973 0.103 0.103 1974 0.064 0.064 1975 0.087 0.087 1976 0.102 0.102 1977 0.067 0.067 1978 0.086 0.086 1979 0.126 0.126 1980 0.127 0.127 1981 0.097 0.097 1982 0.100 0.100 1983 0.133 0.133 1984 0.104 0.104 1985 0.082 0.082 1986 0.072 0.072 1987 0.087 0.087 1988 0.135 0.135 1989 0.069 0.069 1990 0.097 0.097 1991 0.135 0.135 1992 0.126 0.126 1993 0.079 0.079 1994 0.063 0.063 1995 0.066 0.066 1996 0.080 0.080 1997 0.089 0.089 1998 0.089 0.089 1999 0.108 0.108 ___________________________________________________________________ Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1351 0.1351 2 0.1349 0.1349 3 0.1334 0.1334 4 0.1319 0.1319 5 0.1305 0.1305 6 0.1275 0.1275 7 0.1263 0.1263 8 0.1261 0.1261 9 0.1140 0.1140 10 0.1082 0.1082 11 0.1036 0.1036 12 0.1033 0.1033 13 0.1024 0.1024 14 0.1002 0.1002 15 0.0972 0.0972 16 0.0969 0.0969 17 0.0935 0.0935 18 0.0888 0.0888 19 0.0886 0.0886 20 0.0876 0.0876 21 0.0868 0.0868 22 0.0868 0.0868 23 0.0866 0.0866 24 0.0863 0.0863 25 0.0850 0.0850 26 0.0828 0.0828 27 0.0822 0.0822 28 0.0819 0.0819 29 0.0819 0.0819 30 0.0812 0.0812 31 0.0803 0.0803 32 0.0799 0.0799 33 0.0791 0.0791 34 0.0782 0.0782 35 0.0767 0.0767 36 0.0757 0.0757 37 0.0751 0.0751 38 0.0749 0.0749 39 0.0746 0.0746 40 0.0738 0.0738 41 0.0738 0.0738 42 0.0716 0.0716 43 0.0703 0.0703 44 0.0690 0.0690 45 0.0674 0.0674 46 0.0672 0.0672 47 0.0660 0.0660 48 0.0660 0.0660 49 0.0644 0.0644 50 0.0628 0.0628 ___________________________________________________________________ _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC 1. On-line facility volume:0.038 acre-feet On-line facility target flow:0.01 cfs. Adjusted for 15 min:0.0546 cfs. Off-line facility target flow:0.028 cfs. Adjusted for 15 min:0.0317 cfs. ___________________________________________________________________ This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 MEDIA FILTER SIZING WORKSHEET Project Name: Rainier Avenue S Roadway Improvements TDA V Method of Analysis:2005 Stormwater Management Manual for Western Washington: Volume V -- Runoff Treatment BMPs & General Use Level Designation (GULD) - Contech Stormfilter (Updated December 2007) General Use Level Designation for Basic (TSS) Treatment for Contech StormFilter (See Attached) Software: Western Washington Continuous Hydrology Sotware Model Version 3 (WWHM3) Tributary Discharge Area Surface Types Area (sf) Area (ac) (Developed)Pervious 575 0.01 Pervious Pollution Generating 0 0.00 Impervious (i.e. sidewalks)1194 0.03 Impervious Pollution-Generating 9580 0.22 Total: 0.26 Summary of Analysis (See attached WWHM3 report) Flow Frequency Return Periods for Developed Tributary Area Return Period Flow (cfs) 2-year 0.07 5-year 0.09 10-year 0.1 25-year 0.11 50-year 0.12 100-year 0.13 Water Quality BMP Flow and Volume Online Facility Volume:0.031 acre-feet Online Facility Target Flow:0.010 cfs Adjusted for 15 min:0.044 cfs Off-line Facility Target Flow: 0.023 cfs Adjusted for 15 min:0.026 cfs Facility Sizing Water Quality Flow (cfs) x Cartidge Flow Rate (gpm/cartridge) = No.of Cartridges Water Quality Flow Rate 0.044 cfs (1 cfs = 449 gpm) 19.76 gpm Cartridge Flow Rate 7.5 gpm/cart. Cartridges Required 2.63 cartridges USE 3.00 Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 WETVAULT SIZING WORKSHEET Project Name: Rainier Avenue S Roadway Improvements TDA V Method of Analysis:2005 Stormwater Management Manual for Western Washington: Volume V -- Runoff Treatment BMPs BMP T10.20 Wetvaults (Design Criteria 10-19) The sizing procedure for a wetvault is identical to the sizing procedure for a wetpond. The wetpool volume for the wetvault shall be equal to or greater than the total volume of runoff from the 6-month, 24-hour storm event. Alternatively, the 91st percentile, 24-hour runoff volume estimated by an approved continuous runoff model may be used. Software: Western Washington Continuous Hydrology Sotware Model Version 3 (WWHM3) Tributary Discharge Area Surface Types Area (sf) Area (ac) (Developed)Pervious 575 0.01 Pervious Pollution Generating 0 0.00 Impervious (i.e. sidewalks)1194 0.03 Impervious Pollution-Generating 9580 0.22 Total: 0.26 Summary of Analysis (See attached WWHM3 report) Flow Frequency Return Periods for Developed Tributary Area Return Period Flow (cfs) 2-year 0.07 5-year 0.09 10-year 0.1 25-year 0.11 50-year 0.12 100-year 0.13 Water Quality BMP Flow and Volume Online Facility Volume:0.031 acre-feet Online Facility Target Flow:0.010 cfs Adjusted for 15 min:0.044 cfs Off-line Facility Target Flow: 0.023 cfs Adjusted for 15 min:0.026 cfs Wetpool Dimensions Required Treatment Volume 1346 cf Determine Geometry of First Cell Volume in first cell (cf)450 Must be 25 - 35% Depth h 1st cell (minus sed. stor.)5.5 (ft) Determine horizontal xs-area at surface Atop =81.82 (sf) Find top dimensions by adjusting for shape geometrics Dimension of 1st cell:10 width (ft) 8.18 length (ft) Designed By: WRE 06/24/2010 Checked By: KRS 07/30/2010 Determine geometry of second cell Volume in second cell (cf)896 Must be 65 - 75% Depth h of 2nd cell 5.5 (ft) Determine xs-area at surface Atop =163 (sf) Dimension of 2nd cell:10 width (ft) Dimension of 2nd cell:16 length (ft) Geometry Check: Overall Pond L : W at mid depth = 3:1 Cell 1 length (mid-depth)8.18 (ft) Cell 2 length (mid-depth)16 (ft) Vault length = cell 1 + 2 24 (ft) Vault width 10 (ft) Lmid : Wmid = 2.4:1 SIZE SUMMARY: Revise per Surface area, change in elevation, etc… USE Vault width 10 (ft) Vault length 30 (ft) Surface area 300 (sf) Elevation change needed:0 (ft) G:\86\14159\CADD\DRAWINGS\0655D-TIR-WQAREAS.dwg 8/19/2010 CLIENTS PEOPLE PERFORMANCE 1201 Third Avenue, Suite 1500, Seattle Washington 98101 USA T1 206 441 9385 F 1 206 448 6922E seamail@ghd.com W www.ghd.com Western Washington Hydrology Model PROJECT REPORT ___________________________________________________________________ Project Name: Rainier_TDA-V Site Address: Vic. 610 Rainier Avenue S City : Renton WA 98057 Report Date : 6/24/2010 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 WWHM3 Version: ___________________________________________________________________ ___________________________________________________________________ PREDEVELOPED LAND USE Name : Wet Vault Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS MOD 0.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name : Wet Vault Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS MOD 0.26 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE ___________________________________________________________________ Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.070563 5 year 0.085807 10 year 0.095866 25 year 0.108617 50 year 0.118182 100 year 0.127825 ___________________________________________________________________ Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.071 0.071 1951 0.106 0.106 1952 0.067 0.067 1953 0.060 0.060 1954 0.057 0.057 1955 0.067 0.067 1956 0.067 0.067 1957 0.069 0.069 1958 0.076 0.076 1959 0.071 0.071 1960 0.055 0.055 1961 0.065 0.065 1962 0.061 0.061 1963 0.064 0.064 1964 0.062 0.062 1965 0.066 0.066 1966 0.062 0.062 1967 0.060 0.060 1968 0.093 0.093 1969 0.107 0.107 1970 0.054 0.054 1971 0.061 0.061 1972 0.061 0.061 1973 0.084 0.084 1974 0.052 0.052 1975 0.070 0.070 1976 0.083 0.0831977 0.055 0.055 1978 0.070 0.0701979 0.102 0.102 1980 0.104 0.104 1981 0.079 0.079 1982 0.081 0.081 1983 0.108 0.108 1984 0.084 0.084 1985 0.067 0.067 1986 0.058 0.058 1987 0.071 0.071 1988 0.110 0.110 1989 0.056 0.056 1990 0.079 0.079 1991 0.110 0.110 1992 0.103 0.103 1993 0.064 0.064 1994 0.051 0.0511995 0.054 0.054 1996 0.065 0.0651997 0.072 0.072 1998 0.072 0.072 1999 0.088 0.088 ___________________________________________________________________ Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1098 0.1098 2 0.1096 0.1096 3 0.1084 0.1084 4 0.1071 0.1071 5 0.1060 0.1060 6 0.1036 0.1036 7 0.1026 0.1026 8 0.1025 0.1025 9 0.0926 0.0926 10 0.0879 0.0879 11 0.0842 0.0842 12 0.0839 0.0839 13 0.0832 0.0832 14 0.0814 0.0814 15 0.0790 0.0790 16 0.0787 0.0787 17 0.0760 0.0760 18 0.0721 0.0721 19 0.0720 0.0720 20 0.0711 0.0711 21 0.0705 0.0705 22 0.0705 0.0705 23 0.0704 0.0704 24 0.0701 0.0701 25 0.0690 0.0690 26 0.0673 0.0673 27 0.0668 0.0668 28 0.0666 0.0666 29 0.0665 0.0665 30 0.0659 0.0659 31 0.0652 0.0652 32 0.0650 0.0650 33 0.0643 0.0643 34 0.0636 0.0636 35 0.0623 0.0623 36 0.0615 0.0615 37 0.0611 0.0611 38 0.0608 0.0608 39 0.0606 0.0606 40 0.0600 0.0600 41 0.0600 0.0600 42 0.0582 0.0582 43 0.0572 0.057244 0.0560 0.0560 45 0.0547 0.054746 0.0546 0.0546 47 0.0536 0.0536 48 0.0536 0.0536 49 0.0523 0.0523 50 0.0510 0.0510 ___________________________________________________________________ Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0309 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0444 cfs. Off-line facility target flow: 0.0228 cfs. Adjusted for 15 min: 0.0257 cfs. ___________________________________________________________________ This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regardingthe performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warrantiesof program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. January 2005 (Updated December 2007) GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) TREATMENT For CONTECH Stormwater Solutions Inc. Stormwater Management StormFilter® Ecology’s Decision: Based on the CONTECH Stormwater Solution Inc. (CONTECH) application submissions and recommendations by the Technical Review Committee (TRC), Ecology hereby issues a General Use Level Designation (GULD) for the Stormwater Management StormFilter®: • As a basic stormwater treatment practice for total suspended solids (TSS) removal, • Using ZPG™ media (zeolite/perlite/granular activated carbon), with the size distribution described below, • Sized at a hydraulic loading rate of 1 gpm/ft2 of media surface area, per Table 1, and • Internal bypassing needs to be consistent with the design guidelines in CONTECH’s current product design manual. Table 1. StormFilter Design Flow Rates per Cartridge Effective Cartridge Height (inches) 12 18 27 Cartridge Flow Rate (gpm/cartridge) 5 7.5 11.3 This designation has no expiration date, but it may be amended or revoked by Ecology, and is subject to the conditions specified below. Ecology’s Conditions of Use: The StormFilter shall be designed, installed, and maintained to comply with these conditions: 1. StormFilter systems containing ZPG (zeolite/perlite/granular activated carbon) media are approved for basic treatment at the hydraulic loading rate of 1 gpm/ft2 of media surface area, per Table 1, at the 15-minute water quality design flow rate (as specified in Ecology’s most recent Stormwater Manual), as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model (e.g. MGS Flood). Note that if single event methods are used to estimate runoff flowrates, Figures 9.6a and 9.6b in Volume V of the 2005 Stormwater Management Manual for Western Washington should be used to adjust the peak single event flow rate for calculation purposes. This is done by dividing the peak 10 minute flow rate predicted by the single event method by the ratio indicated in Figure 9.6a for on- line designs, or Figure 9.6b for off-line designs. The 6-month, 24-hour rainfall amount for the project site must be known to identify the appropriate ratio. The adjusted flow rate is then divided by the approved cartridge flow rate (Table 1) to compute the number of cartridges necessary. Note: This method is not applicable for Eastern Washington. 2. For StormFilter systems to be located downstream of a stormwater detention facility, the StormFilter size shall be calculated using both the flow-based and mass-based methods as described in the CONTECH Product Design Manual Version 4.1 (April 2006), or most current version, and the designer shall select the result yielding the larger number of cartridges. 3. StormFilter systems shall be installed in such a manner that flows exceeding the water quality treatment rate are bypassed or will not resuspend captured sediments. StormFilter systems shall be designed in accordance with the performance goals in Ecology's most recent Stormwater Manual and CONTECH’s Product Design Manual Version 4.1 (April 2006), or most current version, unless otherwise specified. The design, pretreatment, land use application, and maintenance criteria in CONTECH’s Design Manual must be closely followed. 4. Pretreatment of TSS and oil and grease may be necessary, and shall be provided in accordance with the most current versions of the CONTECH’s Product Design Manual (April 2006) or the applicable Ecology Stormwater Manual, and using the performance criteria and pretreatment practices provided on Ecology’s “Evaluation of Emerging Stormwater Treatment Technologies” website. 5. StormFilter systems are typically designed to be maintained on an annual basis, which shall serve as the default maintenance frequency. Maintenance includes removing accumulated sediment from the vault, and replacing spent cartridges with recharged cartridges. In lieu of annual maintenance, inspections can be used to determine a site- specific maintenance schedule and/or requirements. When inspections are performed, the following findings shall serve as maintenance triggers: a) Accumulated vault sediment depths exceed an average of 2 inches, or b) Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or c) Standing water remains in the vault between rain events. 2 Note: If excessive floatables (trash and debris) are present, perform a minor maintenance consisting of gross solids removal, not cartridge replacement. 6. CONTECH shall maintain readily available those reports listed under “Application Documents” (above) as public, as well as the documentation submitted with its previous conditional use designation application. CONTECH shall provide links to this information from its corporate website, and make this information available upon request, at no cost and in a timely manner. 7. ZPG™ media used shall conform with the following specifications: Each cartridge contains a total of approximately 2.6 cubic feet of media. The ZPG™ cartridge consists of an outer layer of perlite that is approximately 1.3 cubic feet in volume and an inner layer, consisting of a mixture of 90% zeolite and 10% granular activated carbon, which is approximately 1.3 cubic feet in volume. Perlite Media: Perlite media shall be made of natural siliceous volcanic rock free of any debris or foreign matter. The expanded perlite shall have a bulk density ranging from 6.5 to 8.5 lbs per cubic foot and particle sizes ranging from 0.09” (#8 mesh) to 0.38” (3/8” mesh). Zeolite Media: Zeolite media shall be made of naturally occurring clinoptilolite. The zeolite media shall have a bulk density ranging from 44 to 50 lbs per cubic foot and particle sizes ranging from 0.13” (#6 mesh) to 0.19” (#4 mesh). Additionally, the cation exchange capacity (CEC) of zeolite shall range from approximately 1.0 to 2.2 meq/g. Granular Activated Carbon: Granular activated carbon (GAC) shall be made of lignite coal that has been steam-activated. The GAC media shall have a bulk density ranging from 28 to 31 lbs per cubic foot and particle sizes ranging from a 0.09” (#8 mesh) to 0.19” (#4 mesh). Applicant: CONTECH Stormwater Solutions Inc., Manufacturer and Vendor Applicant’s Address: 11835 NE Glenn Widing Dr. Portland, OR 97220 Application Documents: The applicant’s master report, titled, “The Stormwater Management StormFilter Basic Treatment Application for General Use Level Designation in Washington”, Stormwater Management, Inc., November 1, 2004, includes the following reports: • (Public) “Evaluation of the Stormwater Management StormFilter Treatment System: Data Validation Report and Summary of the Technical Evaluation Engineering 3 Report (TEER) by Stormwater Management Inc., October 29, 2004” Ecology’s technology assessment protocol requires the applicant to hire an independent consultant to complete the following work: 1. Complete the data validation report. 2. Prepare a TEER summary, including a testing summary and conclusions compared with the supplier’s performance claims. 3. Provide a recommendation of the appropriate technology use level. 4. Recommend relevant information to be posted on Ecology’s website. 5. Provide additional testing recommendations, if needed.” This report, authored by Dr. Gary Minton, Ph. D., P.E., Resource Planning Associates, satisfies the Ecology requirement. • (Public) “Performance of the Stormwater Management StormFilter Relative to the Washington State Department of Ecology Performance Goals for Basic Treatment,” is a summary of StormFilter performance that strictly adheres to the criteria listed in the Guidance for Evaluating Emerging Stormwater Treatment Technologies, Technology Assessment Protocol – Ecology (TAPE). • “Heritage Marketplace Field Evaluation: Stormwater Management StormFilter with ZPG Media,” is a report showing all of the information collected at Site A as stated in the SMI Quality Assurance Project Plan (QAPP). This document contains detailed information regarding each storm event collected at this site, and it provided a detailed overview of the data and project. • “Lake Stevens Field Evaluation: Stormwater Management StormFilter with ZPG Media,” is a report that corresponds to Site E as stated in the SMI QAPP. This document contains detailed information regarding each storm collected at this site, and includes a detailed overview of the data and project. • (Public) “Evaluation of the Stormwater Management StormFilter for the removal of SIL-CO-SIL 106, a standardized silica product: ZPG at 7.5 GPM” is a report that describes laboratory testing at full design flow. • “Factors Other Than Treatment Performance.” • “State of Washington Installations.” Above-listed documents noted as “public” are available by contacting CONTECH. Applicant's Use Level Request: That Ecology grant a General Use Level Designation for Basic Treatment for the StormFilter using ZPG™ media (zeolite/perlite/granular activated carbon) at a hydraulic loading rate of 1 gpm/ft2 of media surface area in accordance with Ecology's 2005 Stormwater Manuals. Applicant's Performance Claim: 4 The combined data from the two field sites reported in this TEER (Heritage Marketplace and Lake Stevens) indicate that the performance of a StormFilter system configured for inline bypass with ZPG media and a hydraulic loading rate of 1 gpm/ft2 of media surface area meets Ecology performance goals for Basic Treatment. Technical Review Committee Recommendations: The TRC, based on the weight of the evidence and using its best professional judgment, finds that: • StormFilter, using ZPG media and operating at no more than a hydraulic loading rate of 1 gpm/ft2 of media surface area, is expected to provide effective stormwater treatment achieving Ecology’s Basic Treatment TSS removal performance goals, as demonstrated by field and laboratory testing performed in accordance with the protocol; and, StormFilter® is deemed satisfactory with respect to factors other than treatment performance (e.g., maintenance; see the protocol’s Appendix B for complete list). Findings of Fact: • Influent TSS concentrations and particle size distributions were generally within the range of what would be considered “typical” for western Washington (silt to silt loam). • Thirty-two (32) storm events were sampled at two sites for storms from April 2003 to March 2004, of which twenty-two (22) were deemed “qualified” and were therefore included in the data analysis set. • Statistical analysis of these 22 storm events verifies the data set’s adequacy. • Analyzing all 22 qualifying events, the average influent and effluent concentrations and aggregate pollutant load reduction are 114 mg/L, 25 mg/L, and 82%, respectively. • Analyzing all 22 qualifying events based on the estimated average flow rate during the event (versus the measured peak flow rate), and more heavily weighting those events near the design rate (versus events either far above or well below the design rate) does not significantly affect the reported results. • For the 7 qualifying events with influent TSS concentrations greater than 100 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 241 mg/L, 34 mg/L, and 89%, respectively. If the 2 of 7 events that exceed the maximum 300 mg/L specified in Ecology’s guidelines are excluded, the average influent and effluent concentrations and aggregate pollutant load reduction are 158 mg/L, 35 mg/L, and 78%, respectively. • For the 15 qualifying events with influent TSS concentrations less than 100 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 55 mg/L, 20 mg/L, and 61%, respectively. If the 6 of 15 events that fall below the minimum 33 mg/L TSS specified in Ecology’s guidelines are excluded, the average influent and effluent concentrations and aggregate pollutant load reduction are 78 mg/L, 26 mg/L, and 67%, respectively. 5 • For the 8 qualifying events with peak discharge exceeding design flow (ranging from 120 to 257% of the design rate), results ranged from 52% to 96% TSS removal, with an average of 72%. • Due to the characteristics of the hydrographs, generally the field results reflect flows below (ranging between 20 and 60 percent of) the tested facilities’ design rate. During these sub-design flow rate periods, some of the cartridges operate at or near their individual full design flow rate (generally between 4 and 7.5 GPM for an 18” cartridge effective height) because their float valves have opened. Float valves remain closed on the remaining cartridges, which operate at their base “trickle” rate of 1 to 1.5 GPM. • Laboratory testing using U.S. Silica’s Sil-Co-Sil 106 fine silica product showed an average 87% TSS removal for testing at 7.5 GPM per cartridge (100% design flow rate). • Other relevant testing at I-5 Lake Union, Greenville Yards (New Jersey), and Ski Run Marina (Lake Tahoe) facilities shows consistent TSS removals in the 75 to 85% range. Note that I-5 Lake Union was operated at 50%, 100%, and 125% of design flow. • SMI’s application included a satisfactory “Factors other than treatment performance” discussion. Note: Ecology’s 80% TSS removal goal applies to 100 mg/l and greater influent TSS. Below 100 mg/L influent TSS, the goal is 20 mg/L effluent TSS. Technology Description: The Stormwater Management StormFilter® (StormFilter), a flow-through stormwater filtration system, improves the quality of stormwater runoff from the urban environment by removing pollutants. The StormFilter is used to treat runoff from a wide variety of sites including, but not limited to: retail and commercial development, residential streets, urban roadways, freeways, and industrial sites such as shipyards, foundries, etc. Operation: The StormFilter is typically comprised of a vault that houses rechargeable, media-filled, filter cartridges. Various media may be used, but this designation covers only the zeolite-perlite-granulated activated carbon (ZPG™) medium. Stormwater from storm drains is percolated through these media-filled cartridges, which trap particulates and may remove pollutants such as dissolved metals, nutrients, and hydrocarbons. During the filtering process, the StormFilter system also removes surface scum and floating oil and grease. Once filtered through the media, the treated stormwater is directed to a collection pipe or discharged to an open channel drainage way. A bypass schematic for flow rates exceeding the water quality design flow rate is shown on page 7. 6 Figure 1. Stormwater Management StormFilter Configuration with Bypass StormFilter Configurations: The StormFilter is offered in multiple configurations: precast, high flow, catch basin, curb inlet, linear, volume, corrugated metal pipe, dry-well, and CON/Span form. Most configurations use pre-manufactured units to ease the design and installation process. Systems may be either uncovered or covered underground units. 7 The typical precast StormFilter unit is composed of three sections: the energy dissipater, the filtration bay, and the outlet sump. As Stormwater enters the inlet of the StormFilter vault through the inlet pipe, stormwater is directed through the energy dissipater into the filtration bay where treatment will take place. Once in the filtration bay, the stormwater begins to pond and percolate horizontally through the media contained in the StormFilter cartridges. After passing through the media, the treated water in each cartridge collects in the cartridge’s center tube from where it is directed into the outlet sump by a High Flow Conduit under-drain manifold. The treated water in the outlet sump is then discharged through the single outlet pipe to a collection pipe or to an open channel drainage way. In some applications where heavy grit loads are anticipated, pretreatment by settling may be necessary. Figure 2. The StormFilter Cartridge Cartridge Operation: As the water level in the filtration bay begins to rise, stormwater enters the StormFilter cartridge. Stormwater in the cartridge percolates horizontally through the filter media and passes into the cartridge’s center tube, where the float in the cartridge is in a closed (downward) position. As the water level in the filtration bay continues to rise, more water passes through the filter media and into the cartridge’s center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water there is enough buoyant force on the float to open the float valve and allow the treated water to flow into the underdrain manifold. As the treated water drains, it tries to pull in air behind it. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the filtration bay. This continues until the water surface elevation drops to the elevation of the scrubbing regulators. At this point, the siphon begins to break and air is quickly drawn beneath the hood through the scrubbing regulators, causing energetic 8 9 bubbling between the inner surface of the hood and the outer surface of the filter. This bubbling agitates and cleans the surface of the filter, releasing accumulated sediments on the surface, flushing them from beneath the hood, and allowing them to settle to the vault floor. Adjustable cartridge flow rate: Inherent to the design of the StormFilter is the ability to control the individual cartridge flow rate with an orifice-control disc placed at the base of the cartridge. Depending on the treatment requirements and on the pollutant characteristics of the influent stream as specified in the CONTECH Product Design Manual, the flow rate may be adjusted through the filter cartridges. By decreasing the flow rate through the filter cartridges, the influent contact time with the media is increased and the water velocity through the system is decreased, thus increasing both the level of treatment and the solids removal efficiencies of the filters, respectively (de Ridder, 2002). Recommended research and development: Ecology encourages CONTECH to pursue continuous improvements to the StormFilter. To that end, the following actions are recommended: • Determine, through laboratory testing, the relationship between accumulated solids and flow rate through the cartridge containing the ZPG™ media. Completed 11/05. • Determine the system’s capabilities to meet Ecology’s enhanced, phosphorus, and oil treatment goals. • Develop easy-to-implement methods of determining that a StormFilter facility requires maintenance (cleaning and filter replacement). Contact Information: Applicant Contact: Sean Darcy, darcys@contech-cpi.com (800) 548-4667 Applicant Web link: www.contechstormwater.com Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology Contact: Mieke Hoppin Water Quality Program (360) 407-6435 mhop461@ecy.wa.gov Technical Review Committee: Dave Tucker, P.E. Kitsap County (360) 337-7292 dtucker@co.kitsap.wa.us G:\86\14159\CADD\DRAWINGS\0655D-TIR-B3-B4.dwg 8/19/2010CLIENTS PEOPLE PERFORMANCE1201 Third Avenue, Suite 1500, Seattle Washington 98101 USAT1 206 441 9385F 1 206 448 6922E seamail@ghd.comW www.ghd.com G:\86\14159\CADD\DRAWINGS\0655D-TIR-B3-B4.dwg 8/19/2010CLIENTS PEOPLE PERFORMANCE1201 Third Avenue, Suite 1500, Seattle Washington 98101 USAT1 206 441 9385F 1 206 448 6922E seamail@ghd.comW www.ghd.com www.filterra.com ® Bioretention Systems Available Filterra® Box Sizes (feet) Approximate Contributing Drainage Area (acres) 4 x 4 0.140 4 x 6 or 6 x 4 0.210 4 x 8 or 8 x 4 0.275 6 x 6 0.310 6 x 8 or 8 x 6 0.415 6 x10 or 10 x 6 0.520 6 x 12 or 12 x 6 0.630 Table 2: WWHM Sizing for Enhanced Treatment - Dissolved Metals Western Washington Region ONLY - v01 Notes: Sizing table intended for planning level use. The design engineer must use the latest version WWHM to calculate the appropriately sized facility. Sizing table meets WA DOE 2005 Stormwater Manual’s 91% annual stormwater volume filtered. Sizing table based on WWHM3 parking/flat and the SeaTac rain gauge with a precipitation factor of 1.0. Other precipitation factors, geographic locations and site conditions will affect Filterra sizing. Sand Filter (Filterra) parameters: Filter material depth = 1.8 feet Effective ponding depth = 0.75 feet Zero slope(s) on the filter box Riser height = 0.7 inches Riser diameter = 100 inches Filter Hydraulic Conductivity = 24.82 inches per hour All boxes are a standard 3.5 feet depth (INV to TC). A standard SDR-35 PVC pipe coupling is cast into the wall for easy connection to discharge drain. Dimensions shown are internal. Please add 1’ to each external (using 6” walls). Valid for Enhanced Treatment regiments (Dissolved Zinc and Copper). For sizing in other areas of Washington State please contact Filterra. 1. 2. 3. 4. • • • • • • 5. 6. 7. 8. 9. 1/7/10 13 32 1 December 2009 (Revised May, 2010) GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), ENHANCED, & OIL TREATMENT & CONDITIONAL USE LEVEL DESIGNATION FOR PHOSPHORUS TREATMENT For Americast’s Filterra® Ecology’s Decision: Based on Americast’s submissions, including the Final Technical Evaluation Report, dated December, 2009 and additional information provided to Ecology dated October 9, 2009, Ecology hereby issues the following use level designations: 1. A General Use Level Designation for Basic, Enhanced, and Oil Treatment. 2. A Conditional Use Level Designation for Phosphorus Treatment. The Conditional Use Level Designation expires on December 1, 2011 unless extended by Ecology, and is subject to the conditions specified below. Ecology’s Conditions of Use: Filterra® units shall be designed, installed, and maintained to comply with these conditions: 1. Each Filterra® unit shall be sized for Basic and Oil Treatment using a filter hydraulic conductivity of 35.46 inches/hour (assuming a hydraulic gradient of 1.41 inch/inch as listed in the TER) using the sand filter module in the latest version of the Western Washington Hydrology Model (WWHM) or other Ecology-approved continuous runoff model. The model must indicate the unit is capable of processing 91 percent of the influent runoff file. The Filterra® unit is not appropriate for oil spill-control purposes. 2. Each Filterra® unit shall be sized for Enhanced Treatment using a filter hydraulic conductivity of 24.82 inches/hour (assuming a hydraulic gradient of 1.41 inch/inch as listed in the TER) using the sand filter module in the latest version of the WWHM or other Ecology-approved continuous runoff model. The model must indicate the unit is capable of processing 91 percent of the influent runoff file. 3. Each Filterra® unit shall be sized for Phosphorus Treatment using a filter hydraulic conductivity of 35.46 inches/hour (assuming a hydraulic gradient of 1.41 inch/inch as listed in the TER) using the sand filter module in the latest version of the WWHM or 2 other Ecology-approved continuous runoff model. The model must indicate the unit is capable of processing 91 percent of the influent runoff file. 4. Each site plan must undergo Filterra® review before the unit can be approved for site installation. This will ensure that site grading and slope are appropriate for use of a Filterra® unit. 5. Filterra® media shall conform to the specifications submitted to and approved by Ecology. 6. Maintenance includes removing trash, degraded mulch, and accumulated debris from the filter surface and replacing the mulch layer. Inspections will be used to determine the site-specific maintenance schedules and requirements. Maintenance procedures should follow those given in the most recent version of the Filterra® Installation, Operation, and Maintenance Manual. 7. Filterra® commits to submitting a QAPP by May 15, 2010 for Ecology review and approval of a new test site that meets the TAPE requirements for attaining a GULD for phosphorus treatment. The QAPP must be submitted for a minimum of one site where the unit is to be used for phosphorus treatment. 8. Filterra® shall submit a TER for Ecology review for phosphorus treatment by December 1, 2011. 9. Filterra® units come in standard sizes. The minimum size filter surface-area is determined by using the sand filter module in the latest version of WWHM or other Ecology approved continuous runoff model. Model inputs include a. Filter media depth: 1.8 feet b. Effective Ponding Depth: 0.75 feet (This is equivalent to the 6-inch clear zone between the top of the mulch and the bottom of the slab plus 3-inches of mulch.) c. Side slopes: Vertical d. Riser height: 0.70 feet e. Filter Hydraulic Conductivity: Must be back-calculated assuming a target infiltration rate of 35 inches per hour (enhanced treatment) or 50 inches per hour (Basic, oil, or phosphorus treatment). Hydraulic conductivity in the WWHM includes the effective ponding depth as well as the filter media depth. 10. Filterra® may request Ecology to grant deadline or expiration date extensions, upon showing cause for such extensions. Lack of funds to complete the monitoring will not be viewed by Ecology as sufficient cause. 11. Discharges from the Filterra® units shall not cause or contribute to water quality standards violations in receiving waters. 3 Applicant: Americast Applicant’s Address: 11352 Virginia Precast Road Ashland, VA, 23005 Application Documents: State of Washington Department of Ecology Application for Conditional Use Designation, Americast (September 2006) Quality Assurance Project Plan Filterra® Bioretention Filtration System Performance Monitoring, Americast (April 2008) Quality Assurance Project Plan Addendum Filterra® Bioretention Filtration System Performance Monitoring, Americast (June 2008) Draft Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (August 2009) Final Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (December 2009) Technical Evaluation Report Appendices Filterra® Bioretention Filtration System Performance Monitoring, Americast, August 2009 Draft) Memorandum to Department of Ecology Dated October 9, 2009 from Americast, Inc. and Herrera Environmental Consultants Applicant’s Use Level Request: General Level Use Designation for Basic, Enhanced, and Oil Treatment and Conditional Use Level for Phosphorus Treatment. Applicant’s Performance Claims: Field-testing and laboratory testing show that the Filterra® unit is promising as a stormwater treatment best management practice and can meet Ecology’s performance goals for basic, enhanced and oil treatment and has the potential to meet Ecology’s goal for phosphorus treatment. Findings of Fact: 1. Field-testing was completed at two sites at the Port of Tacoma. Continuous flow and rainfall data collected during the 2008-2009 monitoring period indicated that 89 storm events occurred. Water quality data was obtained from 27 storm events. Not all the sampled storms produced information that met TAPE criteria for storm and/or water quality data. 2. During the testing at the Port of Tacoma, 98.96 to 99.89 percent of the annual influent runoff volume passed through the POT1 and POT2 test systems respectively. Stormwater runoff bypassed the POT1 test system during nine storm events and bypassed the POT2 test system during one storm event. Bypass volumes ranged from 0.13% to 4 15.3% of the influent storm volume. Both test systems achieved the 91 percent water quality treatment-goal over the 1-year monitoring period. 3. Infiltration rates as high as 133 in/hr were observed during the various storms. No paired data that identified percent removal of TSS, metals, oil, or phosphorus at an instantaneous observed flow rate was provided. 4. The maximum storm average hydraulic loading rate associated with water quality data is <40 in/hr, with the majority of flow rates < 25 in/hr. The average instantaneous hydraulic loading rate ranged from 8.6 to 53 inches per hour. 5. The field data showed a removal rate greater than 80% for TSS with an influent concentration greater than 20 mg/l at an average instantaneous hydraulic loading rate up to 53 in/hr (average influent concentration of 28.8 mg/l, average effluent concentration of 4.3 mg/l). 6. The field data showed a removal rate generally greater than 54% for dissolved zinc at an average instantaneous hydraulic loading rate up to 60 in/hr and an average influent concentration of 0.266 mg/l (average effluent concentration of 0.115 mg/l). 7. The field data showed a removal rate generally greater than 40% for dissolved copper at an average instantaneous hydraulic loading rate up to 35 in/hr and an average influent concentration of 0.0070 mg/l (average effluent concentration of 0.0036 mg/l). 8. The field data showed a average removal rate of 93% for total petroleum hydrocarbon (TPH) at an average instantaneous hydraulic loading rate up to 53 in/hr and an average influent concentration of 52 mg/l (average effluent concentration of 2.3 mg/l). The data also shows achievement of less than 15 mg/l TPH for grab samples. Limited visible sheen data was provided due to access limitations at the outlet monitoring location. 9. The field data showed low percentage removals of total Phosphorus at all storm flows at an average influent concentration of 0.189 mg/l (average effluent concentration of 0.171 mg/l). The relatively poor treatment performance of the Filterra® system at this location may be related to influent characteristics for total phosphorus that are unique to the Port of Tacoma site. It appears that the Filterra® system will not meet the 50 percent removal performance goal when the majority of phosphorus in the runoff is expected to be in the dissolved form. 10. Laboratory testing was performed on a scaled down version of the Filterra® unit. The lab data showed an average removal from 83-91% for TSS with influents ranging from 21 to 320 mg/L, 82-84% for total copper with influents ranging from 0.94 to 2.3 mg/L, and 50-61% for orthophosphate with influents ranging from 2.46 to 14.37 mg/L. 11. Permeability tests were conducted on the soil media. 12. Lab scale testing using Sil-Co-Sil 106 showed percent removals ranging from 70.1% to 95.5% with a median percent removal of 90.7%, for influent concentrations ranging from 8.3 to 260 mg/L. These laboratory tests were run at an infiltration rate of 50 in/hr. 5 13. Supplemental lab testing conducted in September 2009 using Sil-co-sil 106 showed an average percent removal of 90.6%. These laboratory tests were run at infiltration rates ranging from 25 to 150 in/hr for influent concentrations ranging from 41.6 to 252.5 mg/l. Regression analysis results indicate that the Filterra system’s TSS removal performance is independent of influent concentration in the concentration rage evaluated at hydraulic loading rates of up to 150 in/hr. Contact Information: Applicant: Larry Coffman Americast 301-580-6631 lcoffman@filterra.com Applicant’s Website: http://www.filterra.com Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Water Quality Program, (360) 407-6444, douglas.howie@ecy.wa.gov 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Appendix C Conveyance Analysis Conveyance Basin Maps Rational Method XP-SWMM Modeling Documentation Grady Way Tailwater Calculation Pump Station Modeling Documentation 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg8/2/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg8/2/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg8/2/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-C1-C4_REV1.dwg8/2/2010 Created by: K.Smith 7/9/10 Checked by: R. Edralin 7/26/10 IDF Table for use in XP-SWMM, based on approach of 2009 KCSWDM, Section 3.2.1 25yr 100yr aR bR aR bR aR, bR 2.66 0.65 2.61 0.63 PR (in.)P25=3.4 P100=3.9 i25 I25 i100 I100 Duration (min.) 6.3 0.8041 2.7339 0.8186 3.1924 10 0.5955 2.0247 0.6118 2.3862 15 0.4575 1.5556 0.4739 1.8483 20 0.3795 1.2903 0.3954 1.5419 25 0.3283 1.1161 0.3435 1.3397 30 0.2916 0.9914 0.3062 1.1943 35 0.2638 0.8968 0.2779 1.0838 40 0.2418 0.8223 0.2555 0.9963 45 0.2240 0.7617 0.2372 0.9251 50 0.2092 0.7113 0.2220 0.8657 55 0.1966 0.6685 0.2090 0.8152 60 0.1858 0.6318 0.1979 0.7717 65 0.1764 0.5997 0.1882 0.7338 70 0.1681 0.5715 0.1796 0.7003 IDF Table for use in XP-SWMM, based on approach of 2009 KCSWDM, Section 3.2.1 (Modified with Correction Factor for use in XP-SWMM) Factor = 0.89525 25yr 100yr aR bR aR bR aR, bR 2.66 0.65 2.61 0.63 PR (in.)P25=3.4 P100=3.9 i25 I25 i100 I100 Duration (min.) 6.3 0.8041 2.4476 0.8186 2.8580 10 0.5955 1.8126 0.6118 2.1362 15 0.4575 1.3927 0.4739 1.6547 20 0.3795 1.1551 0.3954 1.3804 25 0.3283 0.9992 0.3435 1.1994 30 0.2916 0.8875 0.3062 1.0692 35 0.2638 0.8029 0.2779 0.9703 40 0.2418 0.7361 0.2555 0.8920 45 0.2240 0.6819 0.2372 0.8282 50 0.2092 0.6368 0.2220 0.7750 55 0.1966 0.5985 0.2090 0.7298 60 0.1858 0.5656 0.1979 0.6909 65 0.1764 0.5369 0.1882 0.6569 70 0.1681 0.5117 0.1796 0.6270 TDA GW - Conveyance Basin 07/31/10 17:28:44 1/1 Name Scenario Subcatchm ent Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs0525-year 1 0.090 90.000 6.300 6.300 0.250 0.205 06 25-year 1 0.110 90.000 10.000 10.000 0.250 1.203 06 2 0.620 90.000 07 25-year 1 0.100 90.000 6.300 6.300 0.250 0.228 08 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 09 25-year 1 0.130 90.000 6.300 6.300 0.250 0.297 10 25-year 1 0.220 90.000 6.300 6.300 0.250 0.502 11 25-year 1 0.170 90.000 6.300 6.300 0.250 0.388 12 25-year 1 0.240 90.000 10.000 10.000 0.250 3.545 12 2 1.860 90.000 13 25-year 1 0.100 90.000 6.300 6.300 0.250 0.228 14 25-year 1 0.170 90.000 10.000 10.000 0.250 1.912 14 2 0.990 90.000 15 25-year 1 0.200 90.000 6.300 6.300 0.250 0.457 16 25-year 1 0.200 90.000 6.300 6.300 0.250 0.457 17 25-year 1 0.090 90.000 6.300 6.300 0.250 0.205 18 25-year 1 0.150 90.000 6.300 6.300 0.250 0.342 19 25-year 1 0.140 90.000 6.300 6.300 0.250 0.320 20 25-year 1 0.280 90.000 6.300 6.300 0.250 0.639 21 25-year 0.000 0.000 0.250 0.000 22 25-year 0.000 0.000 0.250 0.000 23 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 TDA GW - Conveyance Basin 07/31/10 17:32:45 1/1 Name Scenario Subcatchm ent Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs05100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 06 100-year 1 0.110 90.000 10.000 10.000 0.250 1.416 06 2 0.620 90.000 07 100-year 1 0.100 90.000 6.300 6.300 0.250 0.267 08 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 09 100-year 1 0.130 90.000 6.300 6.300 0.250 0.347 10 100-year 1 0.220 90.000 6.300 6.300 0.250 0.586 11 100-year 1 0.170 90.000 6.300 6.300 0.250 0.453 12 100-year 1 0.240 90.000 10.000 10.000 0.250 4.173 12 2 1.860 90.000 13 100-year 1 0.100 90.000 6.300 6.300 0.250 0.267 14 100-year 1 0.170 90.000 10.000 10.000 0.250 2.250 14 2 0.990 90.000 15 100-year 1 0.200 90.000 6.300 6.300 0.250 0.533 16 100-year 1 0.200 90.000 6.300 6.300 0.250 0.533 17 100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 18 100-year 1 0.150 90.000 6.300 6.300 0.250 0.400 19 100-year 1 0.140 90.000 6.300 6.300 0.250 0.373 20 100-year 1 0.280 90.000 6.300 6.300 0.250 0.746 21 100-year 0.000 0.000 0.250 0.000 22 100-year 0.000 0.000 0.250 0.000 23 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 TDA GW - Links 07/31/10 17:30:51 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Roughn ess Max Flow cfs Max Velocity ft/s P06 25-year 06 05 Circular 2.000 85.000 0.200 0.012 10.160 3.110 P07 25-year 07 06 Circular 2.000 85.000 0.200 0.012 8.950 2.720 P08 25-year 08 07 Circular 2.000 92.000 0.196 0.012 8.750 2.660 P09 25-year 09 08 Circular 1.500 99.000 0.202 0.012 7.370 4.160 P10 25-year 10 09 Circular 1.500 58.000 0.172 0.012 7.150 4.030 P11 25-year 11 10 Circular 1.500 67.000 0.149 0.012 6.780 3.820 P12 25-year 12 11 Circular 1.500 92.000 0.217 0.012 6.480 3.650 P13 25-year 13 12 Circular 1.500 153.000 0.196 0.012 2.920 1.650 P14 25-year 14 13 Circular 1.500 61.000 0.164 0.012 2.770 1.560 P15 25-year 15 14 Circular 1.000 116.000 0.259 0.012 0.930 1.170 P16 25-year 16 15 Circular 1.000 100.000 0.500 0.012 0.640 1.110 P17 25-year 17 16 Circular 1.000 85.000 0.510 0.012 -0.390 1.420 P18 25-year 18 08 Circular 1.000 38.000 1.711 0.012 1.220 1.540 P19 25-year 19 18 Circular 1.000 96.000 2.448 0.012 0.320 2.140 P20 25-year 20 18 Circular 1.000 110.000 0.300 0.012 0.740 0.940 P21 25-year 21 20 Circular 1.000 27.000 0.296 0.012 0.460 0.620 P22 25-year 22 21 Circular 1.000 27.000 0.333 0.012 0.390 0.560 P23 25-year 23 22 Circular 1.000 149.000 0.302 0.012 0.240 0.670 TDA GW - Links 07/31/10 17:33:22 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Roughn ess Max Flow cfs Max Velocity ft/s P06 100-year 06 05 Circular 2.000 85.000 0.200 0.012 10.980 3.400 P07 100-year 07 06 Circular 2.000 85.000 0.200 0.012 9.590 2.940 P08 100-year 08 07 Circular 2.000 92.000 0.196 0.012 9.370 2.850 P09 100-year 09 08 Circular 1.500 99.000 0.202 0.012 7.760 4.370 P10 100-year 10 09 Circular 1.500 58.000 0.172 0.012 7.710 4.340 P11 100-year 11 10 Circular 1.500 67.000 0.149 0.012 7.640 4.300 P12 100-year 12 11 Circular 1.500 92.000 0.217 0.012 7.590 4.270 P13 100-year 13 12 Circular 1.500 153.000 0.196 0.012 3.600 2.020 P14 100-year 14 13 Circular 1.500 61.000 0.164 0.012 3.380 1.900 P15 100-year 15 14 Circular 1.000 116.000 0.259 0.012 1.310 1.660 P16 100-year 16 15 Circular 1.000 100.000 0.500 0.012 1.050 1.370 P17 100-year 17 16 Circular 1.000 85.000 0.510 0.012 0.590 1.500 P18 100-year 18 08 Circular 1.000 38.000 1.711 0.012 1.660 2.110 P19 100-year 19 18 Circular 1.000 96.000 2.448 0.012 0.370 2.370 P20 100-year 20 18 Circular 1.000 110.000 0.300 0.012 0.990 1.260 P21 100-year 21 20 Circular 1.000 27.000 0.296 0.012 0.580 0.820 P22 100-year 22 21 Circular 1.000 27.000 0.333 0.012 0.480 0.750 P23 100-year 23 22 Circular 1.000 149.000 0.302 0.012 0.340 0.930 TDA GW - Node HGL 07/31/10 17:31:32 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) ft Max Water Elevation ft Freeboard ft 05 25-year None 20.000 28.440 22.280 6.160 06 25-year None 20.170 26.920 22.561 4.360 07 25-year None 20.340 25.550 22.669 2.880 08 25-year Allowed 20.520 24.450 22.781 1.670 09 25-year Allowed 20.800 23.670 23.192 0.480 10 25-year Allowed 20.900 23.540 23.413 0.130 11 25-year Allowed 21.000 23.710 23.646 0.060 12 25-year Allowed 21.200 24.200 23.953 0.250 13 25-year Allowed 21.500 24.590 24.054 0.540 14 25-year None 21.600 24.910 24.091 0.820 15 25-year None 21.900 25.490 24.131 1.360 16 25-year None 22.400 26.040 24.151 1.890 17 25-year None 22.830 25.200 24.155 1.050 18 25-year None 20.659 25.780 22.856 2.920 19 25-year None 23.600 27.090 23.756 3.330 20 25-year None 20.887 25.260 22.901 2.360 21 25-year None 21.660 25.300 22.905 2.400 22 25-year None 21.750 25.300 22.909 2.390 23 25-year None 21.183 25.420 22.923 2.500 TDA GW - Node HGL 07/31/10 17:34:19 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) ft Max Water Elevation ft Freeboard ft 05 100-year None 20.000 28.440 22.280 6.160 06 100-year None 20.170 26.920 22.607 4.310 07 100-year None 20.340 25.550 22.734 2.820 08 100-year Allowed 20.520 24.450 22.863 1.590 09 100-year Allowed 20.800 23.670 23.281 0.390 10 100-year Allowed 20.900 23.540 23.507 0.030 11 100-year Allowed 21.000 23.710 23.751 -0.040 12 100-year Allowed 21.200 24.200 24.158 0.040 13 100-year Allowed 21.500 24.590 24.295 0.290 14 100-year None 21.600 24.910 24.349 0.560 15 100-year None 21.900 25.490 24.454 1.040 16 100-year None 22.400 26.040 24.526 1.510 17 100-year None 22.830 25.200 24.546 0.650 18 100-year None 20.659 25.780 23.000 2.780 19 100-year None 23.600 27.090 23.768 3.320 20 100-year None 20.887 25.260 23.101 2.160 21 100-year None 21.660 25.300 23.104 2.200 22 100-year None 21.750 25.300 23.105 2.200 23 100-year None 21.183 25.420 23.147 2.270 TDA I - Conveyance Basins 08/02/10 09:23:55 1/1 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs2625-year 1 0.200 90.000 6.300 6.300 0.250 1.187 26 2 0.320 90.000 27 25-year 1 0.140 90.000 6.300 6.300 0.250 0.320 28 25-year 0.000 0.000 0.000 0.000 29D 25-year 0.000 0.000 0.000 0.000 29U 25-year 0.000 0.000 0.000 0.000 30 25-year 0.000 0.000 0.000 0.000 31 25-year 0.000 0.000 0.000 0.000 32 25-year 1 0.320 90.000 6.300 6.300 0.250 0.731 33 25-year 0.000 0.000 0.000 0.000 34 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 35 25-year 1 0.100 90.000 6.300 6.300 0.250 0.228 36 25-year 1 0.050 90.000 6.300 6.300 0.250 0.114 37 25-year 1 0.080 90.000 6.300 6.300 0.250 0.183 38 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 39 25-year 1 0.200 90.000 6.300 6.300 0.250 0.457 EX SDMH 25-year 1 0.090 90.000 6.300 6.300 0.250 0.205 SDMH 2309 25-year 0.000 0.000 0.000 0.000 SDMH 2379 25-year 0.000 0.000 0.000 0.000 SDMH 3090 25-year 0.000 0.000 0.000 0.000 SDMH 3090 25-year 0.000 0.000 0.000 0.000 SDMH 3090 25-year 0.000 0.000 0.000 0.000 SDMH 3205 25-year 0.000 0.000 0.000 0.000 TDA I - Conveyance Basins 08/02/10 09:29:07 1/1 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs26100-year 1 0.200 90.000 6.300 6.300 0.250 1.386 26 2 0.320 90.000 27 100-year 1 0.140 90.000 6.300 6.300 0.250 0.373 28 100-year 0.000 0.000 0.000 0.000 29D 100-year 0.000 0.000 0.000 0.000 29U 100-year 0.000 0.000 0.000 0.000 30 100-year 0.000 0.000 0.000 0.000 31 100-year 0.000 0.000 0.000 0.000 32 100-year 1 0.320 90.000 6.300 6.300 0.250 0.853 33 100-year 0.000 0.000 0.000 0.000 34 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 35 100-year 1 0.100 90.000 6.300 6.300 0.250 0.267 36 100-year 1 0.050 90.000 6.300 6.300 0.250 0.133 37 100-year 1 0.080 90.000 6.300 6.300 0.250 0.213 38 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 39 100-year 1 0.200 90.000 6.300 6.300 0.250 0.533 EX SDMH 100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 SDMH 2309 100-year 0.000 0.000 0.000 0.000 SDMH 2379 100-year 0.000 0.000 0.000 0.000 SDMH 3090 100-year 0.000 0.000 0.000 0.000 SDMH 3090 100-year 0.000 0.000 0.000 0.000 SDMH 3090 100-year 0.000 0.000 0.000 0.000 SDMH 3205 100-year 0.000 0.000 0.000 0.000 TDA I - Links 08/02/10 10:27:22 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P26 25-year 26 EX SDMH Circular 1.000 65.470 0.504 0.012 2.130 2.660 P27 25-year 27 26 Circular 1.000 34.000 0.500 0.012 -1.220 1.340 342.1 25-year 28 27 Circular 1.000 21.000 3.280 0.012 -1.640 0.000 SF28 25-year 28 27 Circular 1.000 21.000 3.280 0.012 -1.640 0.000 P29D 25-year 29D 28 Circular 1.000 2.000 8.000 0.012 0.750 0.970 P29U-Vault 25-year 29U 29D Rectan 3.000 30.000 0.000 0.012 0.610 0.060 P30 25-year 30 29U Circular 1.000 24.000 0.000 0.012 0.640 0.780 P31 25-year 31 30 Circular 1.000 92.000 0.196 0.012 0.660 0.860 P32 25-year 32 31 Circular 1.000 15.000 0.467 0.012 0.700 0.990 P33 25-year 33 32 Circular 1.000 10.010 0.500 0.012 -0.060 0.070 P34 25-year 34 SDMH 23791 Circular 1.000 44.500 0.225 0.012 0.270 0.560 P35 25-year 35 SDMH 30900 Circular 1.000 40.030 8.743 0.012 0.230 2.320 P36 25-year 36 SDMH 23099 Circular 1.000 16.540 21.600 0.012 0.170 0.290 P37 25-year 37 SDMH 23099 Circular 1.000 43.000 8.372 0.012 0.830 1.380 P38 25-year 38 37 Circular 1.000 34.490 0.957 0.012 0.670 2.100 P39 25-year 39 38 Circular 1.000 216.320 0.680 0.012 0.450 2.650 P-EX 25-year EX SDMH SDMH 30902 Circular 1.000 43.440 2.000 0.012 1.960 2.440 P23099 25-year SDMH 23099 SDMH 30900 Circular 6.000 113.450 0.353 0.012 0.950 0.040 P32050 25-year SDMH 23791 SDMH 32050 Circular 1.000 39.121 2.045 0.012 0.290 0.490 P30900 25-year SDMH 30900 SDMH 30901 Circular 1.000 84.600 0.355 0.012 1.100 1.360 P30901 25-year SDMH 30901 SDMH 30902 Circular 1.000 14.410 2.776 0.012 1.100 1.360 P30902 25-year SDMH 30902 SDMH 32050 Circular 6.000 69.617 0.000 0.012 3.050 0.110 TDA I - Links 08/02/10 10:29:34 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P26 100-year 26 EX SDMH Circular 1.000 65.470 0.504 0.012 2.080 2.590 P27 100-year 27 26 Circular 1.000 34.000 0.500 0.012 1.230 1.540 342.1 100-year 28 27 Circular 1.000 21.000 3.280 0.012 -1.140 0.000 SF28 100-year 28 27 Circular 1.000 21.000 3.280 0.012 -1.140 0.000 P29D 100-year 29D 28 Circular 1.000 2.000 8.000 0.012 0.860 1.070 P29U-Vault 100-year 29U 29D Rectan 3.000 30.000 0.000 0.012 0.680 0.070 P30 100-year 30 29U Circular 1.000 24.000 0.000 0.012 0.750 0.940 P31 100-year 31 30 Circular 1.000 92.000 0.196 0.012 0.770 0.960 P32 100-year 32 31 Circular 1.000 15.000 0.467 0.012 0.810 1.090 P33 100-year 33 32 Circular 1.000 10.010 0.500 0.012 -0.130 0.080 P34 100-year 34 SDMH 23791 Circular 1.000 44.500 0.225 0.012 0.310 0.650 P35 100-year 35 SDMH 30900 Circular 1.000 40.030 8.743 0.012 0.270 2.540 P36 100-year 36 SDMH 23099 Circular 1.000 16.540 21.600 0.012 0.210 0.340 P37 100-year 37 SDMH 23099 Circular 1.000 43.000 8.372 0.012 0.960 1.520 P38 100-year 38 37 Circular 1.000 34.490 0.957 0.012 0.770 2.150 P39 100-year 39 38 Circular 1.000 216.320 0.680 0.012 0.530 2.760 P-EX 100-year EX SDMH SDMH 30902 Circular 1.000 43.440 2.000 0.012 2.220 2.770 P23099 100-year SDMH 23099 SDMH 30900 Circular 6.000 113.450 0.353 0.012 1.070 0.050 P32050 100-year SDMH 23791 SDMH 32050 Circular 1.000 39.121 2.045 0.012 0.330 0.550 P30900 100-year SDMH 30900 SDMH 30901 Circular 1.000 84.600 0.355 0.012 1.250 1.550 P30901 100-year SDMH 30901 SDMH 30902 Circular 1.000 14.410 2.776 0.012 1.250 1.550 P30902 100-year SDMH 30902 SDMH 32050 Circular 6.000 69.617 0.000 0.012 3.460 0.120 TDA I - Node HGL 08/02/10 09:28:24 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 26 25-year None 18.210 24.770 22.600 2.170 27 25-year None 18.380 24.300 22.632 1.670 28 25-year None 19.070 24.460 22.639 1.820 29D 25-year None 21.500 24.530 22.640 1.890 29U 25-year None 21.500 24.500 22.640 1.860 30 25-year None 21.500 24.710 22.653 2.060 31 25-year None 21.680 24.100 22.668 1.430 32 25-year None 21.770 24.000 22.669 1.330 33 25-year None 21.830 24.100 22.669 1.430 34 25-year None 21.700 24.660 22.298 2.360 35 25-year None 22.900 26.110 22.962 3.150 36 25-year None 21.600 24.910 22.394 2.520 37 25-year None 21.700 26.720 22.401 4.320 38 25-year None 22.030 26.390 22.426 3.960 39 25-year None 23.500 26.480 23.754 2.730 EX SDMH 25-year None 17.880 25.610 22.807 2.800 SDMH 23099 25-year None 18.100 25.540 22.386 3.150 SDMH 23791 25-year None 21.600 24.490 22.291 2.200 SDMH 30900 25-year None 17.700 25.940 22.386 3.550 SDMH 30901 25-year None 17.400 24.700 22.320 2.380 SDMH 30902 25-year None 13.800 25.260 22.290 2.970 SDMH 32050 25-year None 13.800 25.290 22.280 3.010 TDA I - Node HGL 08/02/10 09:59:07 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 26 100-year None 18.210 24.770 22.689 2.080 27 100-year None 18.380 24.300 22.730 1.570 28 100-year None 19.070 24.460 22.737 1.720 29D 100-year None 21.500 24.530 22.739 1.790 29U 100-year None 21.500 24.500 22.739 1.760 30 100-year None 21.500 24.710 22.757 1.950 31 100-year None 21.680 24.100 22.780 1.320 32 100-year None 21.770 24.000 22.783 1.220 33 100-year None 21.830 24.100 22.784 1.320 34 100-year None 21.700 24.660 22.297 2.360 35 100-year None 22.900 26.110 22.978 3.130 36 100-year None 21.600 24.910 22.419 2.490 37 100-year None 21.700 26.720 22.443 4.280 38 100-year None 22.030 26.390 22.475 3.920 39 100-year None 23.500 26.480 23.775 2.700 EX SDMH 100-year None 17.880 25.610 22.550 3.060 SDMH 23099 100-year None 18.100 25.540 22.417 3.120 SDMH 23791 100-year None 21.600 24.490 22.291 2.200 SDMH 30900 100-year None 17.700 25.940 22.417 3.520 SDMH 30901 100-year None 17.400 24.700 22.335 2.360 SDMH 30902 100-year None 13.800 25.260 22.297 2.960 SDMH 32050 100-year None 13.800 25.290 22.280 3.010 TDA V - Conveyance Basins 08/02/10 09:52:15 1/2 Name Scenario Subcatchm ent Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs4025-year 1 0.120 90.000 6.300 6.300 0.250 0.274 41 25-year 1 0.120 90.000 6.300 6.300 0.250 0.274 42 25-year 1 0.120 90.000 6.300 6.300 0.250 0.274 43 25-year 1 0.160 90.000 6.300 10.000 0.250 4.663 43 2 2.600 90.000 44 25-year 1 0.160 90.000 6.300 6.300 0.250 0.365 45 25-year 1 0.140 90.000 6.300 6.300 0.250 0.662 45 2 0.150 90.000 46 25-year 1 0.350 90.000 6.300 6.300 0.250 0.799 47 25-year 0.000 0.000 0.000 0.000 48D 25-year 0.000 0.000 0.000 0.000 48U 25-year 0.000 0.000 0.000 0.000 49 25-year 1 0.170 90.000 6.300 6.300 0.250 0.388 50 25-year 1 0.090 90.000 6.300 6.300 0.250 0.205 51 25-year 1 0.060 90.000 6.300 6.300 0.250 0.137 52 25-year 1 0.120 90.000 6.300 6.300 0.250 0.274 53 25-year 1 0.150 90.000 6.300 6.300 0.250 0.342 54 25-year 0.000 0.000 0.000 0.000 55 25-year 1 0.980 90.000 6.300 6.300 0.250 2.238 56 25-year 1 1.370 90.000 6.300 6.300 0.250 3.128 57 25-year 0.000 0.000 0.000 0.000 58 25-year 0.000 0.000 0.000 0.000 59 25-year 1 0.360 90.000 6.300 6.300 0.250 0.822 60 25-year 1 0.380 90.000 6.300 6.300 0.250 0.868 61 25-year 1 0.080 90.000 6.300 6.300 0.250 0.183 62 25-year 1 0.090 90.000 6.300 6.300 0.250 0.205 63 25-year 1 0.130 90.000 6.300 6.300 0.250 0.297 64 25-year 0.000 0.000 0.000 0.000 65 25-year 0.000 0.000 0.000 0.000 66 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 67 25-year 0.000 0.000 0.000 0.000 68 25-year 1 0.030 90.000 6.300 6.300 0.250 1.790 68 2 0.750 90.000 69 25-year 0.000 0.000 0.000 0.000 70 25-year 1 0.190 90.000 6.300 6.300 0.250 0.776 70 2 0.150 90.000 71 25-year 1 0.150 90.000 6.300 6.300 0.250 0.342 72 25-year 1 0.180 90.000 6.300 6.300 0.250 0.845 72 2 0.190 90.000 73 25-year 0.000 0.000 0.000 0.000 74 25-year 1 0.060 90.000 6.300 6.300 0.250 0.137 75 25-year 1 0.060 90.000 6.300 6.300 0.250 0.137 76 25-year 1 0.110 90.000 6.300 6.300 0.250 1.187 76 2 0.410 90.000 77 25-year 1 0.190 90.000 6.300 6.300 0.250 1.490 77 2 0.460 90.000 78 25-year 1 0.130 90.000 6.300 6.300 0.250 1.644 78 2 0.590 90.000 79 25-year 0.000 0.000 0.250 0.000 80 25-year 1 0.230 90.000 6.300 6.300 0.250 0.525 81 25-year 0.000 0.000 0.000 0.000 TDA V - Conveyance Basins 08/02/10 09:52:15 2/2 Name Scenario Subcatchm ent Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs8225-year 0.000 0.000 0.000 0.000 83 25-year 1 0.150 90.000 6.300 6.300 0.250 0.342 84 25-year 1 0.060 90.000 10.000 10.000 0.250 4.282 84 2 2.460 90.000 85 25-year 1 0.030 90.000 6.300 6.300 0.250 2.215 85 2 0.940 90.000 86 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 87 25-year 1 0.070 90.000 6.300 6.300 0.250 0.160 88 25-year 1 0.140 90.000 6.300 6.300 0.250 0.320 89 25-year 1 0.200 90.000 6.300 6.300 0.250 0.457 90 25-year 1 0.240 90.000 6.300 6.300 0.250 0.548 91 25-year 1 0.120 90.000 6.300 6.300 0.250 0.274 92 25-year 1 0.250 90.000 6.300 6.300 0.250 0.731 92 2 0.070 90.000 SDMH 30682 25-year 0.000 0.000 0.000 0.000 SDMH 30683 25-year 0.000 0.000 0.000 0.000 SDMH 8082 25-year 0.000 0.000 0.000 0.000 SDMH 8628 25-year 0.000 0.000 0.000 0.000 TDA V - Conveyance Basins 08/02/10 09:54:45 1/2 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs40100-year 1 0.120 90.000 6.300 6.300 0.250 0.320 41 100-year 1 0.120 90.000 6.300 6.300 0.250 0.320 42 100-year 1 0.120 90.000 6.300 6.300 0.250 0.320 43 100-year 1 0.160 90.000 6.300 10.000 0.250 5.491 43 2 2.600 90.000 44 100-year 1 0.160 90.000 6.300 6.300 0.250 0.427 45 100-year 1 0.140 90.000 6.300 6.300 0.250 0.773 45 2 0.150 90.000 46 100-year 1 0.350 90.000 6.300 6.300 0.250 0.933 47 100-year 0.000 0.000 0.000 0.000 48D 100-year 0.000 0.000 0.000 0.000 48U 100-year 0.000 0.000 0.000 0.000 49 100-year 1 0.170 90.000 6.300 6.300 0.250 0.453 50 100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 51 100-year 1 0.060 90.000 6.300 6.300 0.250 0.160 52 100-year 1 0.120 90.000 6.300 6.300 0.250 0.320 53 100-year 1 0.150 90.000 6.300 6.300 0.250 0.400 54 100-year 0.000 0.000 0.000 0.000 55 100-year 1 0.980 90.000 6.300 6.300 0.250 2.612 56 100-year 1 1.370 90.000 6.300 6.300 0.250 3.652 57 100-year 0.000 0.000 0.000 0.000 58 100-year 0.000 0.000 0.000 0.000 59 100-year 1 0.360 90.000 6.300 6.300 0.250 0.960 60 100-year 1 0.380 90.000 6.300 6.300 0.250 1.013 61 100-year 1 0.080 90.000 6.300 6.300 0.250 0.213 62 100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 63 100-year 1 0.130 90.000 6.300 6.300 0.250 0.347 64 100-year 0.000 0.000 0.000 0.000 65 100-year 10.000 10.000 0.000 1.557 66 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 67 100-year 0.000 0.000 0.000 0.000 68 100-year 1 0.030 90.000 6.300 6.300 0.250 2.090 68 2 0.750 90.000 69 100-year 0.000 0.000 0.000 0.000 70 100-year 1 0.190 90.000 6.300 6.300 0.250 0.906 70 2 0.150 90.000 71 100-year 1 0.150 90.000 6.300 6.300 0.250 0.400 72 100-year 1 0.180 90.000 6.300 6.300 0.250 0.986 72 2 0.190 90.000 73 100-year 0.000 0.000 0.000 0.000 74 100-year 1 0.060 90.000 6.300 6.300 0.250 0.160 75 100-year 1 0.060 90.000 6.300 6.300 0.250 0.160 76 100-year 1 0.110 90.000 6.300 6.300 0.250 1.386 76 2 0.410 90.000 77 100-year 1 0.190 90.000 6.300 6.300 0.250 1.739 77 2 0.460 90.000 78 100-year 1 0.130 90.000 6.300 6.300 0.250 1.919 78 2 0.590 90.000 79 100-year 6.300 6.300 0.250 0.634 80 100-year 1 0.230 90.000 6.300 6.300 0.250 0.613 81 100-year 0.000 0.000 0.000 0.000 TDA V - Conveyance Basins 08/02/10 09:54:45 2/2 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs82100-year 0.000 0.000 0.000 0.000 83 100-year 1 0.150 90.000 6.300 6.300 0.250 0.400 84 100-year 1 0.060 90.000 10.000 10.000 0.250 5.044 84 2 2.460 90.000 85 100-year 1 0.030 90.000 6.300 6.300 0.250 2.586 85 2 0.940 90.000 86 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 87 100-year 1 0.070 90.000 6.300 6.300 0.250 0.187 88 100-year 1 0.140 90.000 6.300 6.300 0.250 0.373 89 100-year 1 0.200 90.000 6.300 6.300 0.250 0.533 90 100-year 1 0.240 90.000 6.300 6.300 0.250 0.640 91 100-year 1 0.120 90.000 6.300 6.300 0.250 0.320 92 100-year 1 0.250 90.000 6.300 6.300 0.250 0.853 92 2 0.070 90.000 SDMH 30682 100-year 0.000 0.000 0.000 0.000 SDMH 30683 100-year 0.000 0.000 0.000 0.000 SDMH 8082 100-year 6.300 6.300 0.000 2.230 SDMH 8628 100-year 0.000 0.000 0.000 0.000 TDA V - Links 08/02/10 09:53:22 1/2 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P40 25-year 40 SDMH 30683 Circular 1.500 84.300 0.498 0.012 6.820 3.830 P41 25-year 41 40 Circular 1.500 70.990 2.014 0.012 6.620 3.590 P42 25-year 42 41 Circular 1.500 70.300 0.882 0.012 6.390 4.830 P43 25-year 43 42 Circular 1.500 70.030 0.900 0.012 6.160 5.600 P44 25-year 44 43 Circular 1.000 84.150 0.951 0.012 1.810 4.040 P45 25-year 45 44 Circular 1.000 83.870 0.715 0.012 1.460 3.910 P46 25-year 46 45 Circular 1.000 77.080 0.778 0.012 0.800 3.260 476.1 25-year 47 43 Circular 1.000 47.590 1.000 0.012 0.000 0.000 SF47 25-year 47 43 Circular 1.000 47.590 1.000 0.012 0.000 0.000 P48 25-year 48D 47 Circular 1.000 12.000 1.000 0.012 0.210 2.070 P48S 25-year 48U 48D Rectang 3.000 30.000 0.000 0.012 0.580 0.320 P49 25-year 49 48U Circular 1.000 8.920 0.000 0.012 0.580 2.300 P50 25-year 50 49 Circular 1.000 141.060 0.503 0.012 0.200 2.020 P51 25-year 51 SDMH 30683 Circular 1.500 44.710 1.118 0.012 9.840 5.520 P52 25-year 52 51 Circular 1.000 50.110 3.592 0.012 0.600 0.880 P53 25-year 53 52 Circular 1.000 100.240 2.494 0.012 0.340 2.250 P54 25-year 54 51 Circular 1.500 28.970 1.000 0.012 8.520 4.780 P55 25-year 55 54 Circular 1.500 13.550 8.856 0.012 6.690 3.770 P56 25-year 56 55 Circular 1.000 86.230 2.029 0.012 4.580 5.780 P57 25-year 57 56 Circular 1.000 62.850 1.893 0.012 1.880 7.800 P58 25-year 58 57 Circular 1.000 50.410 1.904 0.012 1.640 5.590 P59 25-year 59 58 Circular 1.000 61.000 1.902 0.012 1.690 5.950 P60 25-year 60 59 Circular 1.000 49.520 1.898 0.012 0.870 4.700 P61 25-year 61 51 Circular 1.000 25.120 0.597 0.012 0.650 0.820 P62 25-year 62 61 Circular 1.000 24.890 0.603 0.012 0.480 0.610 P63 25-year 63 62 Circular 1.000 59.990 2.000 0.012 0.290 0.370 P64 25-year 64 54 Circular 1.000 102.810 1.167 0.012 1.940 2.450 P65 25-year 65 64 Circular 1.000 12.840 0.779 0.012 1.900 2.390 P66 25-year 66 65 Circular 1.000 107.860 1.391 0.012 1.890 3.510 P67 25-year 67 66 Circular 1.000 29.320 1.364 0.012 1.680 3.700 P68 25-year 68 67 Circular 1.000 32.710 6.114 0.012 1.790 8.050 P69 25-year 69 SDMH 30682 Circular 1.500 13.250 1.130 0.012 13.530 7.610 P70 25-year 70 69 Circular 1.500 9.970 0.201 0.012 13.530 7.610 P71 25-year 71 70 Circular 1.500 25.080 0.200 0.012 12.940 7.270 P72 25-year 72 71 Circular 1.500 135.230 0.200 0.012 12.700 7.100 P73 25-year 73 72 Circular 1.500 62.340 0.273 0.012 12.130 6.740 P74 25-year 74 73 Circular 1.000 27.780 16.019 0.012 0.560 2.680 P75 25-year 75 74 Circular 1.000 37.820 2.644 0.012 0.300 3.020 P76 25-year 76 SDMH 8628 Circular 1.500 48.800 2.000 0.012 4.900 7.390 P77 25-year 77 76 Circular 1.500 77.730 1.801 0.012 3.880 6.750 P78 25-year 78 77 Circular 1.000 126.070 0.555 0.012 2.450 4.190 P79 25-year 79 78 Circular 1.000 130.890 0.451 0.012 0.840 2.560 P80 25-year 80 79 Circular 1.000 20.020 0.450 0.012 0.850 2.860 P81 25-year 81 80 Circular 1.000 19.970 0.601 0.012 0.350 1.880 P82 25-year 82 81 Circular 1.000 104.700 0.573 0.012 0.340 2.380 P83 25-year 83 82 Circular 1.000 69.550 0.863 0.012 0.340 2.840 P84 25-year 84 SDMH 8082 Circular 1.500 30.080 2.000 0.012 7.840 7.710 P85 25-year 85 84 Circular 1.000 22.770 1.800 0.012 2.160 5.010 P86 25-year 86 84 Circular 1.000 22.800 2.193 0.012 2.920 5.250 P87 25-year 87 86 Circular 1.000 92.540 0.919 0.012 2.530 4.570 P88 25-year 88 87 Circular 1.000 99.200 0.504 0.012 2.150 3.830 TDA V - Links 08/02/10 09:53:22 2/2 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P89 25-year 89 88 Circular 1.000 129.470 0.502 0.012 1.940 3.670 P90 25-year 90 89 Circular 1.000 172.240 0.500 0.012 1.530 3.530 P91 25-year 91 90 Circular 1.000 133.690 0.643 0.012 1.000 3.350 P92 25-year 92 91 Circular 1.000 24.430 0.491 0.012 0.730 2.780 P30683 25-year SDMH 3068 SDMH 30682 Circular 1.500 14.230 1.100 0.012 16.350 9.190 P8082 25-year SDMH 8082 SDMH 8628 Circular 1.500 75.510 0.300 0.012 7.980 4.430 P8628 25-year SDMH 8628 73 Circular 1.500 19.990 0.250 0.012 11.950 6.620 TDA V - Links 08/02/10 09:55:17 1/2 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P40 100-year 40 SDMH 30683 Circular 1.500 84.300 0.498 0.012 7.930 4.460 P41 100-year 41 40 Circular 1.500 70.990 2.014 0.012 7.700 4.350 P42 100-year 42 41 Circular 1.500 70.300 0.882 0.012 7.470 5.000 P43 100-year 43 42 Circular 1.500 70.030 0.900 0.012 7.180 5.630 P44 100-year 44 43 Circular 1.000 84.150 0.951 0.012 2.080 4.130 P45 100-year 45 44 Circular 1.000 83.870 0.715 0.012 1.700 4.030 P46 100-year 46 45 Circular 1.000 77.080 0.778 0.012 0.930 3.380 476.1 100-year 47 43 Circular 1.000 47.590 1.000 0.012 0.000 0.000 SF47 100-year 47 43 Circular 1.000 47.590 1.000 0.012 0.000 0.000 P48 100-year 48D 47 Circular 1.000 12.000 1.000 0.012 0.160 2.120 P48S 100-year 48U 48D Rectang 3.000 30.000 0.000 0.012 0.600 0.340 P49 100-year 49 48U Circular 1.000 8.920 0.000 0.012 0.680 2.430 P50 100-year 50 49 Circular 1.000 141.060 0.503 0.012 0.230 2.120 P51 100-year 51 SDMH 30683 Circular 1.500 44.710 1.118 0.012 11.330 6.350 P52 100-year 52 51 Circular 1.000 50.110 3.592 0.012 0.680 0.880 P53 100-year 53 52 Circular 1.000 100.240 2.494 0.012 0.420 2.700 P54 100-year 54 51 Circular 1.500 28.970 1.000 0.012 9.800 5.490 P55 100-year 55 54 Circular 1.500 13.550 8.856 0.012 7.630 4.290 P56 100-year 56 55 Circular 1.000 86.230 2.029 0.012 5.200 6.520 P57 100-year 57 56 Circular 1.000 62.850 1.893 0.012 2.220 4.740 P58 100-year 58 57 Circular 1.000 50.410 1.904 0.012 2.110 5.600 P59 100-year 59 58 Circular 1.000 61.000 1.902 0.012 1.930 6.050 P60 100-year 60 59 Circular 1.000 49.520 1.898 0.012 1.010 4.890 P61 100-year 61 51 Circular 1.000 25.120 0.597 0.012 0.770 0.960 P62 100-year 62 61 Circular 1.000 24.890 0.603 0.012 0.560 0.710 P63 100-year 63 62 Circular 1.000 59.990 2.000 0.012 0.340 0.430 P64 100-year 64 54 Circular 1.000 102.810 1.167 0.012 2.240 2.810 P65 100-year 65 64 Circular 1.000 12.840 0.779 0.012 2.190 2.750 P66 100-year 66 65 Circular 1.000 107.860 1.391 0.012 2.230 3.500 P67 100-year 67 66 Circular 1.000 29.320 1.364 0.012 1.980 3.680 P68 100-year 68 67 Circular 1.000 32.710 6.114 0.012 2.050 8.180 P69 100-year 69 SDMH 30682 Circular 1.500 13.250 1.130 0.012 15.130 8.510 P70 100-year 70 69 Circular 1.500 9.970 0.201 0.012 15.130 8.510 P71 100-year 71 70 Circular 1.500 25.080 0.200 0.012 14.410 8.090 P72 100-year 72 71 Circular 1.500 135.230 0.200 0.012 14.140 7.880 P73 100-year 73 72 Circular 1.500 62.340 0.273 0.012 13.410 7.430 P74 100-year 74 73 Circular 1.000 27.780 16.019 0.012 0.720 2.520 P75 100-year 75 74 Circular 1.000 37.820 2.644 0.012 0.360 3.150 P76 100-year 76 SDMH 8628 Circular 1.500 48.800 2.000 0.012 5.350 7.310 P77 100-year 77 76 Circular 1.500 77.730 1.801 0.012 4.330 6.780 P78 100-year 78 77 Circular 1.000 126.070 0.555 0.012 2.850 4.240 P79 100-year 79 78 Circular 1.000 130.890 0.451 0.012 0.980 2.520 P80 100-year 80 79 Circular 1.000 20.020 0.450 0.012 0.990 2.910 P81 100-year 81 80 Circular 1.000 19.970 0.601 0.012 0.410 1.910 P82 100-year 82 81 Circular 1.000 104.700 0.573 0.012 0.390 2.470 P83 100-year 83 82 Circular 1.000 69.550 0.863 0.012 0.400 2.970 P84 100-year 84 SDMH 8082 Circular 1.500 30.080 2.000 0.012 8.790 8.390 P85 100-year 85 84 Circular 1.000 22.770 1.800 0.012 2.470 5.110 P86 100-year 86 84 Circular 1.000 22.800 2.193 0.012 3.690 6.150 P87 100-year 87 86 Circular 1.000 92.540 0.919 0.012 3.130 5.150 P88 100-year 88 87 Circular 1.000 99.200 0.504 0.012 2.490 3.820 TDA V - Links 08/02/10 09:55:17 2/2 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P89 100-year 89 88 Circular 1.000 129.470 0.502 0.012 2.140 3.690 P90 100-year 90 89 Circular 1.000 172.240 0.500 0.012 1.780 3.620 P91 100-year 91 90 Circular 1.000 133.690 0.643 0.012 1.170 3.470 P92 100-year 92 91 Circular 1.000 24.430 0.491 0.012 0.850 2.880 P30683 100-year SDMH 3068 SDMH 30682 Circular 1.500 14.230 1.100 0.012 18.890 10.620 P8082 100-year SDMH 8082 SDMH 8628 Circular 1.500 75.510 0.300 0.012 8.850 4.870 P8628 100-year SDMH 8628 73 Circular 1.500 19.990 0.250 0.012 13.210 7.290 TDA V - Node HGL 08/02/10 09:53:48 1/2 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 25-year Allowed 16.420 20.610 19.328 1.280 41 25-year None 17.850 21.620 19.572 2.050 42 25-year None 18.470 22.590 19.727 2.860 43 25-year None 19.100 23.070 20.032 3.040 44 25-year None 19.900 23.540 20.428 3.110 45 25-year None 20.500 24.000 20.975 3.020 46 25-year None 21.100 24.420 21.453 2.970 47 25-year None 19.580 24.000 20.799 3.200 48D 25-year None 20.000 26.000 20.799 5.200 48U 25-year None 20.000 26.000 20.799 5.200 49 25-year None 22.000 25.770 22.362 3.410 50 25-year None 23.410 26.460 23.592 2.870 51 25-year Allowed 16.500 20.460 19.843 0.620 52 25-year None 18.300 21.530 19.854 1.680 53 25-year None 20.800 23.760 20.961 2.800 54 25-year None 16.800 22.670 20.359 2.310 55 25-year None 18.000 21.220 20.403 0.820 56 25-year None 19.750 23.410 22.115 1.290 57 25-year None 20.940 24.980 22.232 2.750 58 25-year None 21.900 25.910 22.394 3.520 59 25-year None 23.060 26.800 23.504 3.300 60 25-year None 24.000 27.340 24.349 2.990 61 25-year None 16.650 20.200 19.851 0.350 62 25-year None 16.800 20.200 19.855 0.350 63 25-year None 18.000 20.310 19.859 0.450 64 25-year None 18.000 22.280 20.689 1.590 65 25-year None 18.100 21.460 20.808 0.650 66 25-year None 19.600 24.310 21.060 3.250 67 25-year None 20.000 24.900 21.188 3.710 68 25-year None 22.000 25.270 22.567 2.700 69 25-year None 16.040 19.400 18.935 0.470 70 25-year Allowed 16.060 19.430 19.074 0.360 71 25-year Allowed 16.110 19.540 19.394 0.150 72 25-year None 16.380 22.830 21.047 1.780 73 25-year None 16.550 24.600 22.438 2.160 74 25-year None 21.000 24.620 22.443 2.180 75 25-year None 22.000 25.320 22.451 2.870 76 25-year None 21.800 25.910 23.402 2.510 77 25-year None 23.200 26.780 23.797 2.980 78 25-year None 23.900 28.060 24.619 3.440 79 25-year None 24.490 28.500 24.905 3.600 80 25-year None 24.580 28.500 24.982 3.520 81 25-year None 24.700 28.600 24.991 3.610 82 25-year None 25.300 29.140 25.529 3.610 83 25-year None 25.900 28.990 26.119 2.870 84 25-year None 21.300 25.440 23.821 1.620 85 25-year None 21.700 24.970 23.856 1.110 86 25-year None 21.800 25.650 23.878 1.770 87 25-year None 22.650 27.090 24.100 2.990 88 25-year None 23.150 27.800 24.299 3.500 89 25-year None 23.800 28.120 24.479 3.640 TDA V - Node HGL 08/02/10 09:53:48 2/2 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 90 25-year None 24.700 28.260 25.232 3.030 91 25-year None 25.560 28.660 25.952 2.710 92 25-year None 25.680 28.800 26.085 2.710 SDMH 3068 25-year None 15.890 20.000 18.750 1.250 SDMH 3068 25-year Allowed 16.000 19.530 19.041 0.490 SDMH 8082 25-year Sealed 16.400 24.440 23.679 0.760 SDMH 8628 25-year Sealed 16.600 24.190 23.335 0.850 TDA V - Node HGL 08/02/10 09:57:56 1/2 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 100-year Allowed 16.420 20.610 19.518 1.090 41 100-year None 17.850 21.620 19.834 1.790 42 100-year None 18.470 22.590 20.128 2.460 43 100-year None 19.100 23.070 20.334 2.740 44 100-year None 19.900 23.540 20.508 3.030 45 100-year None 20.500 24.000 21.023 2.980 46 100-year None 21.100 24.420 21.469 2.950 47 100-year None 19.580 24.000 20.922 3.080 48D 100-year None 20.000 26.000 20.921 5.080 48U 100-year None 20.000 26.000 20.921 5.080 49 100-year None 22.000 25.770 22.390 3.380 50 100-year None 23.410 26.460 23.607 2.850 51 100-year Allowed 16.500 20.460 20.188 0.270 52 100-year None 18.300 21.530 20.199 1.330 53 100-year None 20.800 23.760 20.973 2.790 54 100-year None 16.800 22.670 20.869 1.800 55 100-year None 18.000 21.220 20.926 0.290 56 100-year None 19.750 23.410 23.104 0.310 57 100-year None 20.940 24.980 23.248 1.730 58 100-year None 21.900 25.910 23.364 2.550 59 100-year None 23.060 26.800 23.597 3.200 60 100-year None 24.000 27.340 24.373 2.970 61 100-year None 16.650 20.200 20.197 0.000 62 100-year None 16.800 20.200 20.200 0.000 63 100-year None 18.000 20.310 20.214 0.100 64 100-year None 18.000 22.280 21.307 0.970 65 100-year None 18.100 21.460 21.460 0.000 66 100-year None 19.600 24.310 21.815 2.490 67 100-year None 20.000 24.900 21.985 2.910 68 100-year None 22.000 25.270 22.632 2.640 69 100-year None 16.040 19.400 18.972 0.430 70 100-year Allowed 16.060 19.430 19.146 0.280 71 100-year None 16.110 19.540 19.540 0.000 72 100-year None 16.380 22.830 21.577 1.250 73 100-year None 16.550 24.600 23.279 1.320 74 100-year None 21.000 24.620 23.280 1.340 75 100-year None 22.000 25.320 23.276 2.040 76 100-year None 21.800 25.910 24.424 1.490 77 100-year None 23.200 26.780 24.475 2.310 78 100-year None 23.900 28.060 24.808 3.250 79 100-year None 24.490 28.500 24.959 3.540 80 100-year None 24.580 28.500 25.026 3.470 81 100-year None 24.700 28.600 25.033 3.570 82 100-year None 25.300 29.140 25.548 3.590 83 100-year None 25.900 28.990 26.135 2.850 84 100-year None 21.300 25.440 24.941 0.500 85 100-year None 21.700 24.970 24.970 0.000 86 100-year None 21.800 25.650 25.011 0.640 87 100-year None 22.650 27.090 25.229 1.860 88 100-year None 23.150 27.800 25.434 2.370 89 100-year None 23.800 28.120 25.629 2.490 TDA V - Node HGL 08/02/10 09:57:56 2/2 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 90 100-year None 24.700 28.260 25.767 2.490 91 100-year None 25.560 28.660 25.989 2.670 92 100-year None 25.680 28.800 26.114 2.690 SDMH 3068 100-year None 15.890 20.000 18.750 1.250 SDMH 3068 100-year Allowed 16.000 19.530 19.128 0.400 SDMH 8082 100-year Sealed 16.400 24.440 24.769 -0.330 SDMH 8628 100-year Sealed 16.600 24.190 24.351 -0.160 TDA A - Conveyance Basins 08/02/10 10:08:52 1/1 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs10025-year 1 0.130 90.000 6.300 6.300 0.250 0.731 100 2 0.190 90.000 101 25-year 1 0.040 90.000 6.300 6.300 0.250 0.091 102 25-year 1 0.090 90.000 6.300 6.300 0.250 0.822 102 2 0.270 90.000 103 25-year 1 0.090 90.000 6.300 6.300 0.250 0.205 104 25-year 1 0.060 90.000 6.300 6.300 0.250 0.137 105 25-year 1 0.070 90.000 6.300 6.300 0.250 0.160 106 25-year 1 0.080 90.000 6.300 6.300 0.250 0.183 107 25-year 1 0.090 90.000 6.300 6.300 0.250 0.457 107 2 0.110 90.000 108 25-year 6.300 6.300 0.000 0.365 109 25-year 1 0.240 90.000 6.300 6.300 0.250 1.548 109 2 0.450 90.000 110 25-year 1 0.180 90.000 6.300 6.300 0.250 0.411 114 25-year 0.000 0.000 0.000 0.000 115 25-year 1 0.190 90.000 6.300 6.300 0.250 0.434 116 25-year 1 0.160 90.000 6.300 6.300 0.250 0.365 117 25-year 1 0.340 90.000 6.300 6.300 0.250 0.776 118 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 119 25-year 1 0.070 90.000 6.300 6.300 0.250 0.160 120 25-year 1 0.140 90.000 6.300 6.300 0.250 0.320 121 25-year 1 0.110 90.000 6.300 6.300 0.250 0.251 122 25-year 1 0.210 90.000 6.300 6.300 0.250 0.479 95 25-year 1 0.120 90.000 6.300 6.300 0.250 0.822 95 2 0.240 90.000 96 25-year 0.000 0.000 0.000 0.000 97 25-year 1 0.280 90.000 6.300 6.300 0.250 1.096 97 2 0.200 90.000 98 25-year 1 0.040 90.000 6.300 6.300 0.250 0.091 99 25-year 1 0.130 90.000 6.300 6.300 0.250 0.297 SDMH 1149 25-year 0.000 0.000 0.000 0.000 SDMH 1235 25-year 0.000 0.000 0.000 0.000 TDA A - Conveyance Basins 08/02/10 10:12:48 1/1 Name Scenario Subcatch ment Area ac Impervious Percentage % Impervious Tc mins Pervious Tc mins Runoff Coefficient (Pervious) Max Flow cfs100100-year 1 0.130 90.000 6.300 6.300 0.250 0.853 100 2 0.190 90.000 101 100-year 1 0.040 90.000 6.300 6.300 0.250 0.107 102 100-year 1 0.090 90.000 6.300 6.300 0.250 0.960 102 2 0.270 90.000 103 100-year 1 0.090 90.000 6.300 6.300 0.250 0.240 104 100-year 1 0.060 90.000 6.300 6.300 0.250 0.160 105 100-year 1 0.070 90.000 6.300 6.300 0.250 0.187 106 100-year 1 0.080 90.000 6.300 6.300 0.250 0.213 107 100-year 1 0.090 90.000 6.300 6.300 0.250 0.533 107 2 0.110 90.000 108 100-year 6.300 6.300 0.000 0.427 109 100-year 1 0.240 90.000 6.300 6.300 0.250 1.807 109 2 0.450 90.000 110 100-year 1 0.180 90.000 6.300 6.300 0.250 0.480 114 100-year 0.000 0.000 0.000 0.000 115 100-year 1 0.190 90.000 6.300 6.300 0.250 0.506 116 100-year 1 0.160 90.000 6.300 6.300 0.250 0.427 117 100-year 1 0.340 90.000 6.300 6.300 0.250 0.906 118 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 119 100-year 1 0.070 90.000 6.300 6.300 0.250 0.187 120 100-year 1 0.140 90.000 6.300 6.300 0.250 0.373 121 100-year 1 0.110 90.000 6.300 6.300 0.250 0.293 122 100-year 1 0.210 90.000 6.300 6.300 0.250 0.560 95 100-year 1 0.120 90.000 6.300 6.300 0.250 0.960 95 2 0.240 90.000 96 100-year 0.000 0.000 0.000 0.000 97 100-year 1 0.280 90.000 6.300 6.300 0.250 1.280 97 2 0.200 90.000 98 100-year 1 0.040 90.000 6.300 6.300 0.250 0.107 99 100-year 1 0.130 90.000 6.300 6.300 0.250 0.347 SDMH 11490 100-year 0.000 0.000 0.000 0.000 SDMH 12357 100-year 0.000 0.000 0.000 0.000 TDA A - Links 08/02/10 10:11:39 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Roughn ess Max Flow cfs Max Velocity ft/s P100 25-year 100 99 Circular 1.000 50.000 0.460 0.012 2.070 2.600 P101 25-year 101 100 Circular 1.000 28.470 1.405 0.012 1.390 1.750 P102 25-year 102 101 Circular 1.000 94.010 0.638 0.012 1.290 1.620 P103 25-year 103 102 Circular 1.000 71.000 0.141 0.012 0.570 0.720 P104 25-year 104 103 Circular 1.000 16.000 1.250 0.012 0.350 0.440 P105 25-year 105 104 Circular 1.000 17.000 1.176 0.012 0.190 0.240 P106 25-year 106 95 Circular 1.000 68.080 0.881 0.012 2.580 3.230 P107 25-year 107 106 Circular 1.000 36.840 0.516 0.012 2.390 3.000 P108 25-year 108 107 Circular 1.000 41.420 0.507 0.012 1.940 2.440 P109 25-year 109 108 Circular 1.000 154.990 0.645 0.012 1.940 2.440 P110 25-year 110 109 Circular 1.000 78.580 0.636 0.012 0.420 0.530 P114 25-year 114 SDMH 11490 Circular 1.000 5.810 1.721 0.012 2.420 3.630 P115 25-year 115 114 Circular 1.000 21.030 0.323 0.012 2.410 3.070 P116 25-year 116 115 Circular 1.000 33.200 1.000 0.012 2.020 2.910 P117 25-year 117 116 Circular 1.000 138.800 0.648 0.012 0.770 2.770 P118 25-year 118 116 Circular 1.000 38.360 2.320 0.012 1.090 4.300 P119 25-year 119 118 Circular 1.000 73.650 0.502 0.012 0.910 2.210 P120 25-year 120 119 Circular 1.000 74.890 0.507 0.012 0.850 2.810 P121 25-year 121 120 Circular 1.000 63.420 1.000 0.012 0.620 3.350 P122 25-year 122 121 Circular 1.000 81.400 2.000 0.012 0.420 3.930 P95 25-year 95 SDMH 12357 Circular 1.500 114.000 1.667 0.012 6.870 3.850 P96 25-year 96 95 Circular 1.500 36.700 0.272 0.012 3.510 1.960 P97 25-year 97 96 Circular 1.500 72.350 1.106 0.012 3.500 1.960 P98 25-year 98 97 Circular 1.000 25.000 0.480 0.012 2.460 3.090 P99 25-year 99 98 Circular 1.000 75.000 0.467 0.012 2.360 2.960 P11490 25-year SDMH 11490 SDMH 12357 Rectan 8.000 194.200 0.412 0.012 2.420 0.030 TDA A - Links 08/02/10 10:13:25 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs Max Velocity ft/s P100 100-year 100 99 Circular 1.000 50.000 0.460 0.012 2.390 3.000 P101 100-year 101 100 Circular 1.000 28.470 1.405 0.012 1.620 2.030 P102 100-year 102 101 Circular 1.000 94.010 0.638 0.012 1.490 1.870 P103 100-year 103 102 Circular 1.000 71.000 0.141 0.012 0.660 0.830 P104 100-year 104 103 Circular 1.000 16.000 1.250 0.012 0.410 0.520 P105 100-year 105 104 Circular 1.000 17.000 1.176 0.012 0.220 0.310 P106 100-year 106 95 Circular 1.000 68.080 0.881 0.012 3.000 3.750 P107 100-year 107 106 Circular 1.000 36.840 0.516 0.012 2.780 3.480 P108 100-year 108 107 Circular 1.000 41.420 0.507 0.012 2.260 2.830 P109 100-year 109 108 Circular 1.000 154.990 0.645 0.012 2.260 2.840 P110 100-year 110 109 Circular 1.000 78.580 0.636 0.012 0.490 0.620 P114 100-year 114 SDMH 11490 Circular 1.000 5.810 1.721 0.012 2.880 3.950 P115 100-year 115 114 Circular 1.000 21.030 0.323 0.012 2.880 3.550 P116 100-year 116 115 Circular 1.000 33.200 1.000 0.012 2.490 3.030 P117 100-year 117 116 Circular 1.000 138.800 0.648 0.012 0.870 2.850 P118 100-year 118 116 Circular 1.000 38.360 2.320 0.012 1.410 4.210 P119 100-year 119 118 Circular 1.000 73.650 0.502 0.012 1.190 2.300 P120 100-year 120 119 Circular 1.000 74.890 0.507 0.012 1.100 2.950 P121 100-year 121 120 Circular 1.000 63.420 1.000 0.012 0.790 3.530 P122 100-year 122 121 Circular 1.000 81.400 2.000 0.012 0.540 4.120 P95 100-year 95 SDMH 12357 Circular 1.500 114.000 1.667 0.012 7.980 4.470 P96 100-year 96 95 Circular 1.500 36.700 0.272 0.012 4.060 2.270 P97 100-year 97 96 Circular 1.500 72.350 1.106 0.012 4.050 2.270 P98 100-year 98 97 Circular 1.000 25.000 0.480 0.012 2.850 3.570 P99 100-year 99 98 Circular 1.000 75.000 0.467 0.012 2.730 3.420 P11490 100-year SDMH 11490 SDMH 12357 Rectan 8.000 194.200 0.412 0.012 2.880 0.040 TDA A - Node HGL 08/02/10 10:12:08 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 100 25-year None 24.400 29.530 27.570 1.960 101 25-year None 24.800 29.730 27.606 2.120 102 25-year None 25.400 29.430 27.710 1.720 103 25-year None 25.500 29.000 27.726 1.270 104 25-year None 25.700 29.140 27.727 1.410 105 25-year None 25.900 29.320 27.727 1.590 106 25-year None 23.400 30.310 27.051 3.260 107 25-year None 23.590 30.030 27.189 2.840 108 25-year None 23.800 30.210 27.292 2.920 109 25-year None 24.800 29.450 27.678 1.770 110 25-year None 25.300 29.220 27.687 1.530 114 25-year None 27.100 30.700 27.931 2.770 115 25-year None 27.168 31.000 28.193 2.810 116 25-year None 27.500 30.500 28.371 2.130 117 25-year None 28.400 31.940 28.742 3.200 118 25-year None 28.390 32.110 28.707 3.400 119 25-year None 28.760 32.560 29.299 3.260 120 25-year None 29.140 32.640 29.533 3.110 121 25-year None 29.780 33.580 30.053 3.530 122 25-year None 23.700 35.430 31.598 3.830 95 25-year None 22.800 30.820 26.759 4.060 96 25-year None 22.900 31.190 26.794 4.400 97 25-year None 23.700 30.320 26.922 3.400 98 25-year None 23.820 30.200 27.156 3.040 99 25-year None 24.170 29.800 27.429 2.370 SDMH 11490 25-year None 18.400 30.540 26.351 4.190 SDMH 12357 25-year None 17.600 30.570 26.350 4.220 TDA A - Node HGL 08/02/10 10:13:53 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 100 100-year None 24.400 29.530 27.983 1.550 101 100-year None 24.800 29.730 28.030 1.700 102 100-year None 25.400 29.430 28.168 1.260 103 100-year None 25.500 29.000 28.187 0.810 104 100-year None 25.700 29.140 28.189 0.950 105 100-year None 25.900 29.320 28.190 1.130 106 100-year None 23.400 30.310 27.294 3.020 107 100-year None 23.590 30.030 27.479 2.550 108 100-year None 23.800 30.210 27.616 2.590 109 100-year None 24.800 29.450 28.135 1.310 110 100-year None 25.300 29.220 28.147 1.070 114 100-year None 27.100 30.700 28.032 2.670 115 100-year None 27.168 31.000 28.355 2.650 116 100-year None 27.500 30.500 28.623 1.880 117 100-year None 28.400 31.940 28.800 3.140 118 100-year None 28.390 32.110 28.825 3.280 119 100-year None 28.760 32.560 29.407 3.150 120 100-year None 29.140 32.640 29.608 3.030 121 100-year None 29.780 33.580 30.093 3.490 122 100-year None 23.700 35.430 31.622 3.810 95 100-year None 22.800 30.820 26.900 3.920 96 100-year None 22.900 31.190 26.946 4.240 97 100-year None 23.700 30.320 27.118 3.200 98 100-year None 23.820 30.200 27.432 2.770 99 100-year None 24.170 29.800 27.796 2.000 SDMH 11490 100-year None 18.400 30.540 26.351 4.190 SDMH 12357 100-year None 17.600 30.570 26.350 4.220 Created by: K.Smith 7/9/10 Checked by: R. Edralin 7/26/10 TDA GW Tailwater Calculation Notes/Assumptions: 1. No existing hydraulic model is available for the drainage system between Rainier Avenue CB 5 and Springbrook Creek. 2. Since the existing section of Rainier Avenue between Grady Way and 7th Street does not experience significant flooding, and because the project will not increase flows to the downstream system, a hydraulic anlaysis downstream to Springbrook Creek is not warranted or required by the the KCSWDM. 3. This tailwater elevation calculation is intended only for sizing the storm drain pipes for the Rainier Avenue Improvements. Approach: 1. An XP-SWMM hydraulic model was created for the drainage system between CB 5 and Lind Avenue. 2. Since the area contributing runoff to this system exceeds 10 acres, KCRTS with 15-minute time steps was used for calculating peak flows. 3. The analysis was run using varying tailwater conditions at Lind Avenue to determine the elevation at which tailwater conditions downstream from Lind Avenue begin to impact the water elevation at CB 5--the resulting water elevation at CB 5 has been used for the design TW condition. Contributing Areas (See attached figure): Rainier Avenue & Adjacent Off-site tributary area: 7.7 ac Sound Ford/Renton Mazda:4.7 ac Area north of Lithia Hyundai:4.5 ac (Total Tributary to CB 5) 16.9 ac Grady Way Intersection (Tributary to CB 2)0.5 ac Renton Honda (Tributary to SDMH 28226) 5.0 ac KCRTS Hydrology: See attached KCRTS output. Q25 Peak rate results:CB 5 14.07 cfs CB 2 0.45 cfs SDMH 28226 4.16 cfs XP-SWMM Model: See attached model schematic and input/output tables. Results/Conclusions: Lind TW (approx. IE 17.7)CB 5 HGL (approx. IE 20.0) 17.7 (54" Pipe IE)22.21 19 22.21 20 22.21 21 22.28 22.2 (54" Pipe Crown)22.82 A design TW elevation of 22.28 for CB 5 has been used for TDA GW conveyance analysis, corresponding to the likely water elevation due to upstream flows, assuming no additional influence from conditions downstream from Lind Ave. Grady Way – CB 5 - 16.9 ac Flow Frequency Analysis Time Series File:grady-e.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 7.24 6 8/27/01 18:00 18.80 1 100.00 0.990 5.06 8 9/17/02 17:45 14.07 2 25.00 0.960 14.07 2 12/08/02 17:15 9.89 3 10.00 0.900 5.83 7 8/23/04 14:30 8.21 4 5.00 0.800 7.77 5 10/28/04 16:00 7.77 5 3.00 0.667 8.21 4 10/27/05 10:45 7.24 6 2.00 0.500 9.89 3 10/25/06 22:45 5.83 7 1.30 0.231 18.80 1 1/09/08 6:30 5.06 8 1.10 0.091 Computed Peaks 17.22 50.00 0.980 Grady Way – CB 2 - 0.5 ac Flow Frequency Analysis Time Series File:grady-int.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.238 6 8/27/01 18:00 0.590 1 100.00 0.990 0.166 8 9/17/02 17:45 0.451 2 25.00 0.960 0.451 2 12/08/02 17:15 0.324 3 10.00 0.900 0.192 7 8/23/04 14:30 0.266 4 5.00 0.800 0.252 5 10/28/04 16:00 0.252 5 3.00 0.667 0.266 4 10/27/05 10:45 0.238 6 2.00 0.500 0.324 3 10/25/06 22:45 0.192 7 1.30 0.231 0.590 1 1/09/08 6:30 0.166 8 1.10 0.091 Computed Peaks 0.543 50.00 0.980 Grady Way – Renton Honda – 5.0 ac – SDMH 28310 Flow Frequency Analysis Time Series File:grady-w.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.14 6 8/27/01 18:00 5.56 1 100.00 0.990 1.50 8 9/17/02 17:45 4.16 2 25.00 0.960 4.16 2 12/08/02 17:15 2.93 3 10.00 0.900 1.73 7 8/23/04 14:30 2.43 4 5.00 0.800 2.30 5 10/28/04 16:00 2.30 5 3.00 0.667 2.43 4 10/27/05 10:45 2.14 6 2.00 0.500 2.93 3 10/25/06 22:45 1.73 7 1.30 0.231 5.56 1 1/09/08 6:30 1.50 8 1.10 0.091 Computed Peaks 5.09 50.00 0.980 G:\86\14159\CADD\DRAWINGS\0655D-TIR-C5.dwg 7/16/2010 Scale 1 : 1781.30 Grady TW Calc - Links 07/31/10 16:54:11 1/1 Name Scenario Upstream Node Name Downstream Node Name Shape Diameter (Height) ft Length ft Conduit Slope Rough ness Max Flow cfs P05 Base Scenario 05 SDMH 26802 Circular 2.500 112.000 0.000 0.012 14.000 P05 Lind TW=17.7 14.000 P05 Lind TW=19 14.000 P05 Lind TW=20 14.000 P05 Lind TW=21 14.000 P05 Lind TW=22.2 14.020 P02 Base Scenario 02 SDMH 28226 Circular 1.000 50.000 3.940 0.012 0.420 P02 Lind TW=17.7 0.420 P02 Lind TW=19 0.420 P02 Lind TW=20 0.420 P02 Lind TW=21 0.420 P02 Lind TW=22.2 0.420 P28226 Base Scenario SDMH 28226 SDMH 28310 Circular 4.333 39.200 0.000 0.012 14.450 P28226 Lind TW=17.7 14.420 P28226 Lind TW=19 14.420 P28226 Lind TW=20 14.420 P28226 Lind TW=21 14.450 P28226 Lind TW=22.2 14.600 P26802 Base Scenario SDMH 26802 SDMH 28226 Circular 3.000 121.000 0.000 0.012 14.020 P26802 Lind TW=17.7 14.000 P26802 Lind TW=19 14.000 P26802 Lind TW=20 14.000 P26802 Lind TW=21 14.020 P26802 Lind TW=22.2 14.090 P28310 Base Scenario SDMH 28310 LindMH Circular 4.500 1235.000 0.178 0.012 18.840 P28310 Lind TW=17.7 18.570 P28310 Lind TW=19 18.570 P28310 Lind TW=20 18.590 P28310 Lind TW=21 18.840 P28310 Lind TW=22.2 19.730 Grady TW Calc - Nodes 07/31/10 16:55:09 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) ft Max Water Elevation ft Freeboard ft 05 Base Scenario None 20.000 28.440 22.276 6.160 05 Lind TW=17.7 22.208 6.230 05 Lind TW=19 22.203 6.240 05 Lind TW=20 22.206 6.230 05 Lind TW=21 22.276 6.160 05 Lind TW=22.2 22.817 5.620 02 Base Scenario None 25.300 29.230 25.459 3.770 02 Lind TW=17.7 25.459 3.770 02 Lind TW=19 25.459 3.770 02 Lind TW=20 25.459 3.770 02 Lind TW=21 25.459 3.770 02 Lind TW=22.2 25.459 3.770 SDMH 28226 Base Scenario None 20.000 27.410 21.736 5.670 SDMH 28226 Lind TW=17.7 21.589 5.820 SDMH 28226 Lind TW=19 21.577 5.830 SDMH 28226 Lind TW=20 21.584 5.830 SDMH 28226 Lind TW=21 21.736 5.670 SDMH 28226 Lind TW=22.2 22.465 4.940 SDMH 26802 Base Scenario None 2.200 28.450 21.997 6.450 SDMH 26802 Lind TW=17.7 21.906 6.540 SDMH 26802 Lind TW=19 21.899 6.550 SDMH 26802 Lind TW=20 21.903 6.550 SDMH 26802 Lind TW=21 21.997 6.450 SDMH 26802 Lind TW=22.2 22.591 5.860 SDMH 28310 Base Scenario None 19.900 28.700 21.569 7.130 SDMH 28310 Lind TW=17.7 21.338 7.360 SDMH 28310 Lind TW=19 21.316 7.380 SDMH 28310 Lind TW=20 21.329 7.370 SDMH 28310 Lind TW=21 21.569 7.130 SDMH 28310 Lind TW=22.2 22.412 6.290 LindMH Base Scenario None 17.700 28.700 21.000 7.700 LindMH Lind TW=17.7 21.000 7.700 LindMH Lind TW=19 21.000 7.700 LindMH Lind TW=20 21.000 7.700 LindMH Lind TW=21 21.000 7.700 LindMH Lind TW=22.2 22.200 6.500 Created by: K.Smith 7/21/10 Checked by: R. Edralin 8/3/10 TDA V Pump Station Analysis Notes/Assumptions: 1. Pump station capacity has been assumed to be 6.9 cfs for a single pump operating, and 13.5 cfs with both pumps operating (same as Shattuck Ave analysis, based on pump station original design). City of Renton public works staff indicate the current pump capacity is significantly less as reported by SCADA. However, since direct flow monitoring data is not available, the original capacity values have been used for the purposes of this analysis. 2. Pump on/off elevations used in this analysis are based on the original design, as follows: Bottom of Wetwell: 14.7 Pumps off: 15.7 1st Pump on: 17.7 2nd Pump on: 18.7 Public works staff indicate that set points have been changed from the original design. 3. The pump station will be upgraded in 2010 with refurbished pumps and new motors. This analysis could be revised if accurate pump capacity and on/off set point data is obtained as part of that effort. Approach: 1. An XP-SWMM hydraulic model has been created for the portion of the Rainier Avenue drainage system adjacent to the pump station (see attached model schematic). 2. Since the area contributing runoff to this system exceeds 10 acres, KCRTS with 15-minute time steps was used for hydrograph inputs into XP-SWMM, input as gauged inflow in the hydraulics layer. The tributary area was split into four sub-basins, with one basin representing the diversion area (see below). 3. Model scenarios were run for each storm frequency, with and without the upstream diversion. 4. Wetwell storage is based on the pump station original design and has been included in the model at Node SDMH 30682. Roadway surface storage is based on Rainier Avenue proposed (60% design) roadway geometry. Roadway storage volumes are included in the model in Node 69. Contributing Areas: Name Description Area % impervious Model Node V1-A Southern portion of TDA V trib. to west-side 4.52 ac 90 40 SD pipe from south. V1-B East/central portionof TDA V trib. to SD 4.61 ac 90 51 pipe crossing near RR bridge. V1-C Northern portion of Basin V trib. to west-side 7.60 ac 90 SDMH 8082 SD pipe. V1-DIV Area diverted to Shattuck Avenue 48-inch 54.37 ac 78.8 MH 2063 SD system (areas AG, AL, AN, & VZ) KCRTS Hydrology Results (see attached KCRTS printouts): 2yr 10yr 25yr 100yr V1-A 1.94 2.64 3.77 5.03 V1-B 1.98 2.7 3.84 5.13 V1-C 3.26 4.45 6.33 8.45 V1-DIV 20.4 28.08 41.12 56.36 Created by: K.Smith 7/21/10 Checked by: R. Edralin 8/3/10 Roadway Sag Surface Storage Geometry (Node 69) Elevation Stage Surf. Area (sf) 19.4 0.0 0 19.9 0.5 1570 20.4 1.0 5367 20.9 1.5 11838 21.4 2.0 17520 21.9 2.5 21956 22.4 3.0 26203 22.9 3.5 30506 XP-SWMM Modeling Results/Conclusions: With the assumed pump station capacity, the modeling shows 25-year flood protection. See Section 5.5 for additional discussion. V1-A - 4.52 ac Flow Frequency Analysis Time Series File:v1-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.94 6 8/27/01 18:00 5.03 1 100.00 0.990 1.35 8 9/17/02 17:45 3.77 2 25.00 0.960 3.77 2 12/08/02 17:15 2.64 3 10.00 0.900 1.56 7 8/23/04 14:30 2.20 4 5.00 0.800 2.08 5 10/28/04 16:00 2.08 5 3.00 0.667 2.20 4 10/27/05 10:45 1.94 6 2.00 0.500 2.64 3 10/25/06 22:45 1.56 7 1.30 0.231 5.03 1 1/09/08 6:30 1.35 8 1.10 0.091 Computed Peaks 4.61 50.00 0.980 V1-B - 4.61 ac Flow Frequency Analysis Time Series File:v1-b.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.98 6 8/27/01 18:00 5.13 1 100.00 0.990 1.38 8 9/17/02 17:45 3.84 2 25.00 0.960 3.84 2 12/08/02 17:15 2.70 3 10.00 0.900 1.59 7 8/23/04 14:30 2.24 4 5.00 0.800 2.12 5 10/28/04 16:00 2.12 5 3.00 0.667 2.24 4 10/27/05 10:45 1.98 6 2.00 0.500 2.70 3 10/25/06 22:45 1.59 7 1.30 0.231 5.13 1 1/09/08 6:30 1.38 8 1.10 0.091 Computed Peaks 4.70 50.00 0.980 V1-C - 7.60 ac Flow Frequency Analysis Time Series File:v1-c.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.26 6 8/27/01 18:00 8.45 1 100.00 0.990 2.28 8 9/17/02 17:45 6.33 2 25.00 0.960 6.33 2 12/08/02 17:15 4.45 3 10.00 0.900 2.62 7 8/23/04 14:30 3.69 4 5.00 0.800 3.49 5 10/28/04 16:00 3.49 5 3.00 0.667 3.69 4 10/27/05 10:45 3.26 6 2.00 0.500 4.45 3 10/25/06 22:45 2.62 7 1.30 0.231 8.45 1 1/09/08 6:30 2.28 8 1.10 0.091 Computed Peaks 7.74 50.00 0.980 V1-DIV - 54.37 ac Flow Frequency Analysis Time Series File:v1-d.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 20.40 6 8/27/01 18:00 56.36 1 100.00 0.990 14.23 8 9/17/02 17:45 41.12 2 25.00 0.960 41.12 2 12/08/02 17:15 28.08 3 10.00 0.900 16.42 7 8/23/04 14:30 23.59 4 5.00 0.800 22.32 5 10/28/04 16:00 22.32 5 3.00 0.667 23.59 4 10/27/05 10:45 20.40 6 2.00 0.500 28.08 3 10/25/06 22:45 16.42 7 1.30 0.231 56.36 1 1/09/08 6:30 14.23 8 1.10 0.091 Computed Peaks 51.28 50.00 0.980 Scale 1 : 2530.62 2yr Node HGL 07/29/10 19:09:20 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 Base Scenario Sealed 16.420 20.610 20.167 0.440 40 Post-Diversion 17.752 2.860 51 Base Scenario Sealed 16.500 20.460 20.164 0.300 51 Post-Diversion 17.705 2.750 59B_U Base Scenario Allowed 15.330 21.380 16.580 4.800 59B_U Post-Diversion 16.164 5.220 69 Base Scenario Sealed 16.040 19.400 20.279 -0.880 69 Post-Diversion 17.700 1.700 70 Base Scenario Sealed 16.060 19.430 21.021 -1.590 70 Post-Diversion 17.700 1.730 71 Base Scenario Sealed 16.110 19.540 21.274 -1.730 71 Post-Diversion 17.713 1.830 72 Base Scenario Sealed 16.380 22.830 22.663 0.170 72 Post-Diversion 17.768 5.060 73 Base Scenario Sealed 16.550 24.600 24.014 0.590 73 Post-Diversion 17.734 6.870 MH2063 Base Scenario None 16.810 28.400 28.400 0.000 MH2063 Post-Diversion 17.889 10.510 PUMP_OUT Base Scenario Sealed 22.020 24.500 23.271 1.230 PUMP_OUT Post-Diversion 22.855 1.640 SDMH 30682 Base Scenario Sealed 14.700 25.600 20.149 5.450 SDMH 30682 Post-Diversion 17.700 7.900 SDMH 30683 Base Scenario Sealed 16.000 19.530 20.154 -0.620 SDMH 30683 Post-Diversion 17.700 1.830 SDMH 8082 Base Scenario Sealed 16.400 24.440 25.754 -1.310 SDMH 8082 Post-Diversion 17.820 6.620 SDMH 8628 Base Scenario Sealed 16.600 24.190 24.936 -0.750 SDMH 8628 Post-Diversion 17.770 6.420 10yr Node HGL 07/29/10 19:08:00 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 Base Scenario Sealed 16.420 20.610 20.781 -0.170 40 Post-Diversion 18.755 1.850 51 Base Scenario Sealed 16.500 20.460 20.775 -0.320 51 Post-Diversion 18.736 1.720 59B_U Base Scenario Allowed 15.330 21.380 16.580 4.800 59B_U Post-Diversion 16.331 5.050 69 Base Scenario Sealed 16.040 19.400 20.871 -1.470 69 Post-Diversion 18.663 0.740 70 Base Scenario Sealed 16.060 19.430 21.584 -2.150 70 Post-Diversion 18.775 0.660 71 Base Scenario Sealed 16.110 19.540 21.832 -2.290 71 Post-Diversion 18.813 0.730 72 Base Scenario Sealed 16.380 22.830 23.220 -0.390 72 Post-Diversion 19.018 3.810 73 Base Scenario Sealed 16.550 24.600 24.638 -0.040 73 Post-Diversion 19.209 5.390 MH2063 Base Scenario None 16.810 28.400 28.400 0.000 MH2063 Post-Diversion 19.446 8.950 PUMP_OUT Base Scenario Sealed 22.020 24.500 23.271 1.230 PUMP_OUT Post-Diversion 23.024 1.480 SDMH 30682 Base Scenario Sealed 14.700 25.600 20.750 4.850 SDMH 30682 Post-Diversion 18.643 6.960 SDMH 30683 Base Scenario Sealed 16.000 19.530 20.758 -1.230 SDMH 30683 Post-Diversion 18.675 0.860 SDMH 8082 Base Scenario Sealed 16.400 24.440 26.405 -1.960 SDMH 8082 Post-Diversion 19.448 4.990 SDMH 8628 Base Scenario Sealed 16.600 24.190 25.576 -1.390 SDMH 8628 Post-Diversion 19.335 4.850 25yr Node HGL 07/29/10 19:07:00 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 Base Scenario Sealed 16.420 20.610 20.779 -0.170 40 Post-Diversion 18.947 1.660 51 Base Scenario Sealed 16.500 20.460 20.767 -0.310 51 Post-Diversion 18.913 1.550 59B_U Base Scenario Allowed 15.330 21.380 16.580 4.800 59B_U Post-Diversion 16.551 4.830 69 Base Scenario Sealed 16.040 19.400 20.840 -1.440 69 Post-Diversion 18.785 0.620 70 Base Scenario Sealed 16.060 19.430 21.585 -2.160 70 Post-Diversion 19.004 0.430 71 Base Scenario Sealed 16.110 19.540 21.856 -2.320 71 Post-Diversion 19.076 0.460 72 Base Scenario Sealed 16.380 22.830 23.442 -0.610 72 Post-Diversion 19.460 3.370 73 Base Scenario Sealed 16.550 24.600 25.009 -0.410 73 Post-Diversion 19.822 4.780 MH2063 Base Scenario None 16.810 28.400 28.400 0.000 MH2063 Post-Diversion 20.301 8.100 PUMP_OUT Base Scenario Sealed 22.020 24.500 23.271 1.230 PUMP_OUT Post-Diversion 23.248 1.250 SDMH 30682 Base Scenario Sealed 14.700 25.600 20.723 4.880 SDMH 30682 Post-Diversion 18.747 6.850 SDMH 30683 Base Scenario Sealed 16.000 19.530 20.735 -1.200 SDMH 30683 Post-Diversion 18.803 0.730 SDMH 8082 Base Scenario Sealed 16.400 24.440 26.975 -2.540 SDMH 8082 Post-Diversion 20.268 4.170 SDMH 8628 Base Scenario Sealed 16.600 24.190 26.051 -1.860 SDMH 8628 Post-Diversion 20.061 4.130 100yr Node HGL 07/29/10 19:04:46 1/1 Name Scenario Ponding Type Invert Elevation ft Ground Elevation (Spill Crest) Max Water Elevation ft Freeboard ft 40 Base Scenario Sealed 16.420 20.610 21.701 -1.090 40 Post-Diversion 20.459 0.150 51 Base Scenario Sealed 16.500 20.460 21.695 -1.230 51 Post-Diversion 20.413 0.050 59B_U Base Scenario Allowed 15.330 21.380 16.580 4.800 59B_U Post-Diversion 16.580 4.800 69 Base Scenario Sealed 16.040 19.400 21.774 -2.370 69 Post-Diversion 20.256 -0.860 70 Base Scenario Sealed 16.060 19.430 22.418 -2.990 70 Post-Diversion 20.510 -1.080 71 Base Scenario Sealed 16.110 19.540 22.636 -3.100 71 Post-Diversion 20.612 -1.070 72 Base Scenario Sealed 16.380 22.830 24.088 -1.260 72 Post-Diversion 21.259 1.570 73 Base Scenario Sealed 16.550 24.600 25.698 -1.100 73 Post-Diversion 21.888 2.710 MH2063 Base Scenario None 16.810 28.400 28.400 0.000 MH2063 Post-Diversion 22.657 5.740 PUMP_OUT Base Scenario Sealed 22.020 24.500 23.271 1.230 PUMP_OUT Post-Diversion 23.271 1.230 SDMH 30682 Base Scenario Sealed 14.700 25.600 21.664 3.940 SDMH 30682 Post-Diversion 20.217 5.380 SDMH 30683 Base Scenario Sealed 16.000 19.530 21.674 -2.140 SDMH 30683 Post-Diversion 20.278 -0.750 SDMH 8082 Base Scenario Sealed 16.400 24.440 27.703 -3.260 SDMH 8082 Post-Diversion 22.668 1.770 SDMH 8628 Base Scenario Sealed 16.600 24.190 26.762 -2.570 SDMH 8628 Post-Diversion 22.306 1.880 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Appendix D Gutter and Inlet Analysis Gutter Analysis Maps Inlet Spacing – Curb and Gutter Spreadsheets (for Continuous Grade Gutters) Sag Inlet Design Worksheets G:\86\14159\CADD\DRAWINGS\0655D-TIR-D1-D4.dwg 8/2/20101201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.com 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-D1-D4.dwg 8/2/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-D1-D4.dwg 8/2/2010 1201 Third Avenue, Suite 1500Seattle, Washington 98101T1 206 441 9385F 1 206 448 6922W www.ghd.comG:\86\14159\CADD\DRAWINGS\0655D-TIR-D1-D4.dwg 8/2/2010 INLET SPACING - CURB AND GUTTER SPREADSHEET (ENGLISH UNITS)Tc =5.00Project Name Rainier Avenue S Roadway Improvements EAST ROADWAY/NORTHBOUND TRAFFICC =0.90Project #: GHD-8614159I =2.39S.R.:m=5.62Designed By: WRE Checked By: KRS MAY 2010n=0.53Date: FEB 2010Allowable Zd=4.00Updated: JULY 2010 CBStationDistanceWidth Q QSlope L Super T G.W. G.L.dZdQbp**Vcontinuous**Vside**EoRsEQiQbp**Zd CheckVelocity CheckQbp CheckComments (L/R)11+41.23 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line512+14.79 73.56 36.00 0.13 0.13 0.012 0.036 1.45 1.25 0.08 2.22 0.01 1.56 1.52 0.94 0.16 0.95 0.12 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC613+02.23 87.44 36.00 0.16 0.17 0.014 0.046 1.45 1.25 0.09 1.96 0.00 1.97 1.74 0.97 0.16 0.98 0.16 0.00Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC713+92.00 89.77 36.00 0.16 0.16 0.016 0.044 1.45 1.25 0.09 2.05 0.01 1.87 1.86 0.96 0.14 0.97 0.16 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC814+89.0097 36.00 0.17 0.18 0.011 0.038 1.45 1.25 0.09 2.37 0.01 1.78 1.55 0.92 0.16 0.93 0.16 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC915+93.00 104 36.00 0.19 0.20 0.005 0.033 1.45 1.25 0.11 3.33 0.04 1.26 1.19 0.78 0.21 0.83 0.17 0.03Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 10, 16+55 LT22+56.49 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High pt along gutter at 7th Street1521+57.28 99.21 47.00 0.23 0.23 0.005 0.019 1.45 1.25 0.09 4.74 0.09 1.30 1.04 0.62 0.16 0.68 0.16 0.07NEED TO DECREASE Zd VELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report1420+41.10 116.18 47.00 0.27 0.34 0.005 0.021 1.45 1.25 0.11 5.24 0.14 1.44 1.20 0.58 0.14 0.64 0.22 0.12NEED TO DECREASE Zd VELOCITY < 5 FT/SECNEED TO REDUCE Qbp Slightly exceeds allowable Zd, see report↑ See sag analysis for CB13, 19+80 RT19+42.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High pt along gutter at 7th Street1218+22.99 119.01 42.00 0.25 0.25 0.005 0.029 1.45 1.25 0.11 3.79 0.07 1.40 1.19 0.72 0.19 0.78 0.19 0.06Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC1117+25.64 97.35 42.00 0.20 0.26 0.005 0.036 1.45 1.25 0.12 3.33 0.06 1.47 1.28 0.78 0.21 0.83 0.21 0.04Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 10, 16+55 RT24+99.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line3823+85.00 114 36.00 0.20 0.20 0.005 0.011 1.45 1.25 0.07 6.36 0.10 1.11 0.88 0.50 0.13 0.57 0.11 0.09NEED TO DECREASE Zd VELOCITY < 5 FT/SECQbp < 0.1 CFS Slightly exceeds allowable Zd, see report26+70.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line5027+40.75 70.75 36.00 0.13 0.13 0.005 0.033 1.45 1.25 0.09 2.73 0.02 1.18 1.04 0.87 0.25 0.90 0.12 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC4928+78.92 138.17 36.00 0.25 0.26 0.005 0.038 1.45 1.25 0.12 3.16 0.05 1.58 1.26 0.81 0.22 0.85 0.22 0.04Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC5330+01.63 122.71 36.00 0.22 0.26 0.016 0.033 1.45 1.25 0.09 2.73 0.03 2.35 1.86 0.87 0.11 0.88 0.23 0.03Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC5231+00.60 98.97 36.00 0.18 0.21 0.023 0.022 1.45 1.25 0.07 3.18 0.04 2.16 Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC5131+50.37 49.77 42.00 0.10 0.14 0.020 0.016 1.45 1.25 0.05 3.13 0.03 2.06 1.41 0.81 0.09 0.83 0.12 0.02Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 61, 31+75 RT33+58.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------Superelvation transition6332+60.0098 47.00 0.23 0.23 0.026 0.011 1.45 1.25 0.05 4.55 0.08 2.42 NEED TO DECREASE Zd VELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report6232+00.0060 47.00 0.14 0.22 0.012 0.011 1.45 1.25 0.06 5.45 0.10 1.66 1.23 0.56 0.08 0.60 0.13 0.09NEED TO DECREASE Zd VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 61, 31+75 RT36+23.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line8735+51.02 71.98 36.00 0.13 0.13 0.019 0.027 1.45 1.25 0.07 2.59 0.01 1.58 1.72 0.89 0.10 0.90 0.12 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC8634+58.47 92.55 36.00 0.16 0.17 0.015 0.026 1.45 1.25 0.07 2.69 0.02 2.04 1.53 0.87 0.12 0.89 0.15 0.02Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS40+41.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line9140+83.71 42.71 48.00 0.10 0.10 0.005 0.028 1.45 1.25 0.08 2.86 0.02 0.98 0.96 0.85 0.25 0.89 0.09 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS43+25.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line10242+52.56 72.44 48.00 0.17 0.17 0.005 0.020 1.45 1.25 0.08 4.00 0.05 1.25 0.96 0.70 0.19 0.76 0.13 0.04Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC10341+81.83 70.73 37.00 0.13 0.17 0.005 0.027 1.45 1.25 0.09 3.33 0.04 1.31 1.04 0.78 0.22 0.83 0.14 0.03Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS52+00.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------2nd Street intersection11748+67.00 333 36.00 0.59 0.59 0.027 0.025 1.45 1.25 0.10 4.00 0.18 3.47 Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECNEED TO REDUCE Qbp See sag analysis for CB 116, 47+21 RT43+25.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------High point on gutter line10143+46.67 21.67 55.00 0.06 0.06 0.005 0.016 1.45 1.25 0.05 3.13 0.01 0.87 0.70 0.81 0.25 0.86 0.05 0.01Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 100, 43+75 RT46+40.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------Sunset Blvd/3rd St9745+25.43 114.57 60.00 0.34 0.34 0.006 0.019 1.45 1.25 0.10 5.26 0.14 1.57 1.23 0.58 0.13 0.63 0.21 0.13NEED TO DECREASE Zd VELOCITY < 5 FT/SECSpread exceeds allowable Zd, see report9845+00.4325 60.00 0.07 0.20 0.005 0.023 1.45 1.25 0.09 3.91 0.06 1.30 1.04 0.71 0.19 0.77 0.15 0.05Zd ALLOWABLE > Zd DESIGN VELOCITY < 5 FT/SEC9944+25.00 75.43 60.00 0.22 0.27 0.005 0.021 1.45 1.25 0.10 4.76 0.10 1.34 1.12 0.62 0.16 0.68 0.18 0.08NEED TO DECREASE Zd VELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 100, 43+75 RT**FOR LAST GRATE ON RUN OF GUTTER, IF SPREADSHEET SHOWS A VALUE FOR Vside, CHECK Vside AND Qbp (COLUMN S) FOR COMPLIANCE. OTHERWISE, CHECK Vcontinuous AND Qbp (COLUMN L) FOR COMPLIANCE.PLEASE REPORT ANY PROBLEMS TO WSDOT HQ HYDRAULICS OFFICE. SPREADSHEET IS PROTECTED BUT DOES NOT REQUIRE A PASSWORD TO UNPROTECT.G:\86\14159\TECH\Drainage Report\03 - Development\App D - Gutter Analysis\QC RAINIER East Inlet Spacing_Revised.xls8/5/2010 11:38 AM INLET SPACING - CURB AND GUTTER SPREADSHEET (ENGLISH UNITS)Tc =5.00Project Name Rainier Avenue S - Roadway ImprovementWEST ROADWAY/SOUTHBOUND TRAFFICC = 0.90 Project #: GHD No. 8614159I =2.39 S.R.:m= 5.62 Designed By: WRE Checked By: KRS MAY 2010n= 0.53 Date: FEB 2010Allowable Zd=4.00Updated: MAY 2010 CBStationDistanceWidth Q QSlope L Super T G.W. G.L.dZdQbp**Vcontinuous**Vside**EoRsEQiQbp**Zd CheckVelocity CheckQbp CheckComments (L/R)13+00.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------1913+92.0092 58.00 0.26 0.26 0.016 0.018 1.45 1.25 0.07 3.89 0.07 2.24 1.58 0.71 0.08 0.74 0.19 0.07Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC1814+88.93 96.93 58.00 0.28 0.35 0.013 0.025 1.45 1.25 0.10 4.00 0.10 2.05 1.80 0.70 0.09 0.73 0.25 0.10Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB21, 16+25LT23+50.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------4625+57.62 207.62 60.00 0.62 0.62 0.005 0.039 1.45 1.25 0.17 4.36 0.21 1.99 1.60 0.66 0.16 0.71 0.44 0.18NEED TO DECREASE ZdVELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report4526+41.91 84.29 60.00 0.25 0.43 0.005 0.044 1.45 1.25 0.16 3.64 0.11 1.71 1.53 0.74 0.19 0.79 0.34 0.09Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC4427+35.21 93.3 60.00 0.28 0.37 0.005 0.047 1.45 1.25 0.15 3.19 0.07 1.76 1.47 0.80 0.21 0.84 0.31 0.06Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC4328+28.67 93.46 49.00 0.23 0.29 0.005 0.058 1.45 1.25 0.15 2.59 0.03 1.64 1.47 0.89 0.24 0.92 0.26 0.02Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC4229+06.00 77.33 36.00 0.14 0.16 0.005 0.050 1.45 1.25 0.12 2.40 0.01 1.24 1.26 0.92 0.27 0.94 0.15 0.01Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC4129+84.0078 36.00 0.14 0.15 0.012 0.050 1.45 1.25 0.09 1.80 0.00 1.90 1.61 0.99 0.19 0.99 0.15 0.00Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC4030+61.84 77.84 36.00 0.14 0.14 0.012 0.031 1.45 1.25 0.08 2.58 0.02 1.51 1.49 0.89 0.14 0.91 0.13 0.01Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 70, 31+77 LT34+62.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------7233+37.27 124.73 36.00 0.22 0.22 0.030 0.033 1.45 1.25 0.08 2.42 0.02 2.47 Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC7132+02.00 135.27 36.00 0.24 0.26 0.024 0.023 1.45 1.25 0.08 3.48 0.06 2.15 Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 70, 31+77 LT37+81.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------7836+72.54 108.46 37.00 0.20 0.20 0.005 0.018 1.45 1.25 0.08 4.44 0.07 1.34 0.96 0.65 0.18 0.71 0.14 0.06NEED TO DECREASE ZdVELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report7735+47.32 125.22 48.00 0.30 0.36 0.010 0.026 1.45 1.25 0.11 4.23 0.12 1.82 1.72 0.67 0.10 0.71 0.25 0.11NEED TO DECREASE ZdVELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report7634+68.35 78.97 48.00 0.19 0.30 0.011 0.018 1.45 1.25 0.08 4.44 0.10 1.98 1.45 0.65 0.09 0.68 0.20 0.09NEED TO DECREASE ZdVELOCITY < 5 FT/SECQbp < 0.1 CFS Slightly exceeds allowable Zd, see report46+50.00 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- -------------9545+54.90 95.1 36.00 0.17 0.17 0.013 0.027 1.45 1.25 0.08 2.96 0.03 1.62 1.55 0.83 0.12 0.85 0.15 0.02Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SEC10644+86.82 68.08 36.00 0.12 0.14 0.008 0.026 1.45 1.25 0.08 3.08 0.03 1.34 1.22 0.82 0.17 0.85 0.12 0.02Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB 107, 44+50 LT51+95.32 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- Upstream end of median12250+20.00 175.32 36.00 0.31 0.31 0.021 0.017 1.45 1.25 0.07 4.12 0.10 2.54 NEED TO DECREASE ZdVELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report12149+39.0081 48.00 0.19 0.29 0.022 0.017 1.45 1.25 0.07 4.12 0.09 2.36 NEED TO DECREASE ZdVELOCITY < 5 FT/SECQbp < 0.1 CFS See sag analysis for CB120 48+75 LT48+37.50 ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- High point on gutter line11948+00.00 37.5 48.00 0.09 0.09 0.006 0.018 1.45 1.25 0.06 3.33 0.02 1.03 0.87 0.78 0.20 0.83 0.07 0.02Zd ALLOWABLE > Zd DESIGNVELOCITY < 5 FT/SECSlightly exceeds allowable Zd, see report11847+26.0074 48.00 0.18 0.20 0.007 0.017 1.45 1.25 0.08 4.71 0.07 1.25 1.14 0.63 0.13 0.67 0.13 0.06NEED TO DECREASE ZdVELOCITY < 5 FT/SECQbp < 0.1 CFS**FOR LAST GRATE ON RUN OF GUTTER, IF SPREADSHEET SHOWS A VALUE FOR Vside, CHECK Vside AND Qbp (COLUMN S) FOR COMPLIANCE. OTHERWISE, CHECK Vcontinuous AND Qbp (COLUMN L) FOR COMPLIANCE.PLEASE REPORT ANY PROBLEMS TO WSDOT HQ HYDRAULICS OFFICE. SPREADSHEET IS PROTECTED BUT DOES NOT REQUIRE A PASSWORD TO UNPROTECT.G:\86\14159\TECH\Drainage Report\03 - Development\App D - Gutter Analysis\QC RAINIER West Inlet Spacing_Revised.xls8/5/2010 11:39 AM Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.032 ft/ft Shoulder Width 1.00 ft Allowable (Calculated*)Zd 3.01 ft Lane Width 11.00 ft Allowable dB 0.09632 ft (dA = dC = 0.04816 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 50.00 ft L2 50.00 ft Width of catchment area W1 48.00 ft W2 38.00 ft Bypass from last inlet QBP14 0.17 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.17 cfs Q2 0.14 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.17 + 0.17 + 0.00 + 0.14 = 0.48 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 1.94 ft Width 1.31 Length 1.25 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 1.94 ft Width 1.31 Length 1.25 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.47 cfs Capacity is inadequate additional inlets required. 0.10 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 21 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 15+9825.325.417+2814+89See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QStaInlet Elevation25.8Sta.Inlet Elevation25.416+25Sta.Inlet Elevation16+52Inlet ElevationSta.25.62Inlet ElevationSta.* Zd is calculated to show the spread achieved to meet the SAG analysis criteria CB19CB20CB21CB22High PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 10 Transverse Slope ST 0.033 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.132 ft (dA = dC = 0.066 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 61.70 ft L2 70.60 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.06 cfs QBP24 0.09 cfs Discharge of catchment area Q1 0.16 cfs Q2 0.18 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.06 + 0.16 + 0.09 + 0.18 = 0.49 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.56 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 10 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 23.517+2515+93See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation23.7Sta.Inlet Elevation16+55Sta.Inlet ElevationInlet ElevationSta.23.7Inlet ElevationSta.CB9CB10CB11XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 10 Transverse Slope ST 0.031 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.124 ft (dA = dC = 0.062 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 38.00 ft L2 61.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.10 cfs QBP24 0.12 cfs Discharge of catchment area Q1 0.10 cfs Q2 0.16 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.10 + 0.10 + 0.12 + 0.16 = 0.48 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.51 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 13 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 24.620+4119+42See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation24.7Sta.Inlet Elevation19+80Sta.Inlet ElevationInlet ElevationSta.24.9Inlet ElevationSta.High PointCB13CB 14XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Super Transition 33 Transverse Slope ST 0.034 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.136 ft (dA = dC = 0.068 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 143.00 ft L2 107.00 ft Width of catchment area W1 38.00 ft W2 38.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.39 cfs Q2 0.29 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.39 + 0.00 + 0.29 = 0.68 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 1.94 ft Width 1.31 Length 1.25 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 1.94 ft Width 1.31 Length 1.25 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.79 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 32 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 19+5024.024.120+6718+17See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation25.5Sta.Inlet Elevation24.119+60Sta.Inlet Elevation19+75Inlet ElevationSta.24.7Inlet ElevationSta.CB30CB31CB32CB33XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.031 ft/ft Shoulder Width 1.00 ft Allowable Zd 3.64 ft Lane Width 11.00 ft Allowable dB 0.11284 ft (dA = dC = 0.05642 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 101.00 ft L2 70.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.26 cfs Q2 0.18 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.26 + 0.00 + 0.18 = 0.44 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.44 cfs Capacity is adequate, design is complete. 0.11 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 39 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 26.526+7024+99See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation26.87Sta.Inlet Elevation26+00Sta.Inlet ElevationInlet ElevationSta.26.69Inlet ElevationSta.HIGH POINTHIGH POINTCB39XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.015 ft/ft Shoulder Width 2.00 ft Allowable Zd 6.60 ft Lane Width 11.00 ft Allowable dB 0.099 ft (dA = dC = 0.0495 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 25.00 ft L2 25.00 ft Width of catchment area W1 36.00 ft W2 47.00 ft Bypass from last inlet QBP14 0.06 cfs QBP24 0.15 cfs Discharge of catchment area Q1 0.06 cfs Q2 0.08 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.06 + 0.06 + 0.15 + 0.08 = 0.36 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.36 cfs Capacity is adequate, design is complete. 0.10 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 61 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 20.232+0031+50See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation20.5Sta.Inlet Elevation31+75Sta.Inlet ElevationInlet ElevationSta.20.3Inlet ElevationSta.CB62CB51CB61XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 70 Transverse Slope ST 0.022 ft/ft Shoulder Width 2.00 ft Allowable (Calculated*)Zd 5.11 ft Lane Width 11.00 ft Allowable dB 0.11242 ft (dA = dC = 0.05621 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 115.00 ft L2 25.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.03 cfs QBP24 0.11 cfs Discharge of catchment area Q1 0.30 cfs Q2 0.06 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.03 + 0.30 + 0.11 + 0.06 = 0.50 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 1.94 ft Width 1.31 Length 1.25 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.52 cfs Capacity is adequate, design is complete. 0.11 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 70 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 31+6719.432+0230+62See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation20.8Sta.Inlet Elevation19.531+77Sta.Inlet ElevationInlet ElevationSta.19.5Inlet ElevationSta.CB71CB70CB40* Zd is calculated to show the spread achieved to meet the SAG analysis criteria XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.023 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.092 ft (dA = dC = 0.046 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 27.00 ft L2 82.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.07 cfs Q2 0.21 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.07 + 0.00 + 0.21 = 0.28 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.32 cfs Capacity is adequate, design is complete. 0.08 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 88 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 27.837+3236+23See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation27.9Sta.Inlet Elevation36+50Sta.Inlet ElevationInlet ElevationSta.28.3Inlet ElevationSta.CB 88High PointHigh PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.025 ft/ft Shoulder Width 2.00 ft Allowable (Calculated*)Zd 4.66 ft Lane Width 11.00 ft Allowable dB 0.1165 ft (dA = dC = 0.05825 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 46.00 ft L2 100.00 ft Width of catchment area W1 36.00 ft W2 48.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.12 cfs Q2 0.34 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.12 + 0.00 + 0.34 = 0.46 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.46 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 89 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 28.138+7837+32See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation28.29Sta.Inlet Elevation37+78Sta.Inlet ElevationInlet ElevationSta.28.6Inlet ElevationSta.* Zd is calculated to show the spread achieved to meet the SAG analysis criteria CB 89High PointHigh PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 80 Transverse Slope ST 0.021 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.68 ft Lane Width 11.00 ft Allowable dB 0.09828 ft (dA = dC = 0.04914 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 44.00 ft L2 144.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.11 cfs Q2 0.37 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.11 + 0.00 + 0.37 = 0.48 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 1.94 ft Width 1.31 Length 1.25 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 1.94 ft Width 1.31 Length 1.25 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.49 cfs Capacity is adequate, design is complete. 0.10 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 80 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 38+0528.528.639+6937+81See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation28.7Sta.Inlet Elevation28.638+25Sta.Inlet Elevation38+45Inlet ElevationSta.29.17Inlet ElevationSta.CB81CB80CB79High PointHigh PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.033 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.01 ft Lane Width 11.00 ft Allowable dB 0.13233 ft (dA = dC = 0.066165 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 72.00 ft L2 91.00 ft Width of catchment area W1 48.00 ft W2 48.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.25 cfs Q2 0.31 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.25 + 0.00 + 0.31 = 0.56 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.56 cfs Capacity is adequate, design is complete. 0.13 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 90 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 28.340+4138+78See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation28.5Sta.Inlet Elevation39+50Sta.Inlet ElevationInlet ElevationSta.28.8Inlet ElevationSta.High PointHigh PointCB 90XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.027 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.108 ft (dA = dC = 0.054 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 50.00 ft L2 81.00 ft Width of catchment area W1 36.00 ft W2 36.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.13 cfs Q2 0.21 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.13 + 0.00 + 0.21 = 0.34 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.41 cfs Capacity is adequate, design is complete. 0.09 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 83 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 29.041+0039+69See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation29.2Sta.Inlet Elevation40+19Sta.Inlet ElevationInlet ElevationSta.29.6Inlet ElevationSta.High PointHigh PointCB 83XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.022 ft/ft Shoulder Width 2.00 ft Allowable (Calculated*)Zd 5.62 ft Lane Width 11.00 ft Allowable dB 0.12364 ft (dA = dC = 0.06182 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 28.00 ft L2 50.00 ft Width of catchment area W1 55.00 ft W2 60.00 ft Bypass from last inlet QBP14 0.02 cfs QBP24 0.16 cfs Discharge of catchment area Q1 0.11 cfs Q2 0.21 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.02 + 0.11 + 0.16 + 0.21 = 0.50 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.51 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 100 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 29.544+2543+47See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QStatioInlet Elevation29.7StatioInlet Elevation43+75StatioInlet ElevationInlet ElevationStatio29.6Inlet ElevationStatioCB 99CB 100CB 101* Zd is calculated to show the spread achieved to meet the SAG analysis criteria XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.030 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.12 ft (dA = dC = 0.06 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 47.00 ft L2 37.00 ft Width of catchment area W1 37.00 ft W2 37.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.05 cfs Discharge of catchment area Q1 0.12 cfs Q2 0.10 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.12 + 0.05 + 0.10 = 0.27 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.48 cfs Capacity is adequate, design is complete. 0.08 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 107 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 30.044+8744+03See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QSta.Inlet Elevation30.2Sta.Inlet Elevation44+50Sta.Inlet ElevationInlet ElevationSta.30.3Inlet ElevationSta.CB 106CB 107High PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.022 ft/ft Shoulder Width 2.00 ft Allowable (Calculated*)Zd 5.10 ft Lane Width 11.00 ft Allowable dB 0.1122 ft (dA = dC = 0.0561 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 4.00 ft L2 146.00 ft Width of catchment area W1 44.00 ft W2 40.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.00 cfs Discharge of catchment area Q1 0.01 cfs Q2 0.42 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.01 + 0.00 + 0.42 = 0.43 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.44 cfs Capacity is adequate, design is complete. 0.11 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 109 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 29.444+0042+50See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QStatioInlet Elevation29.5StatioInlet Elevation42+54StatioInlet ElevationInlet ElevationStatio30.2Inlet ElevationStatioHigh PointCB 109High Point* Zd is calculated to show the spread achieved to meet the SAG analysis criteria XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.050 ft/ft Shoulder Width 2.00 ft Allowable Zd 4.00 ft Lane Width 11.00 ft Allowable dB 0.1984 ft (dA = dC = 0.0992 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 35.00 ft L2 146.00 ft Width of catchment area W1 28.00 ft W2 28.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.31 cfs Discharge of catchment area Q1 0.07 cfs Q2 0.29 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.07 + 0.31 + 0.29 = 0.67 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 1.03 cfs Capacity is adequate, design is complete. 0.15 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 116 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 30.548+6746+86See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QStatioInlet Elevation30.6StatioInlet Elevation47+21StatioInlet ElevationInlet ElevationStatio31.9Inlet ElevationStatioCB 117CB 116CB 115XL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls Designed by WRE 03/2010 Checked by KRS 07/2010 Transverse Slope ST 0.030 ft/ft Shoulder Width 1.00 ft Allowable Zd 4.08 ft Lane Width 11.00 ft Allowable dB 0.1224 ft (dA = dC = 0.0612 ft allowable) Time of Concentration Tc 5.0 min m 7.88 n 0.545 Rainfall Intensity I50-yr 3.28 in/hr (for 5 minute duration) L1 37.00 ft L2 64.00 ft Width of catchment area W1 48.00 ft W2 48.00 ft Bypass from last inlet QBP14 0.00 cfs QBP24 0.15 cfs Discharge of catchment area Q1 0.13 cfs Q2 0.22 cfs QTotal = QBP1 + Q1 + QBP2 + Q2 QTotal = 0.00 + 0.13 + 0.15 + 0.22 = 0.50 cfs Combination1 or Grate Inlet for sag PB (C/G) . C PA Flank 0 ft Width 0 Length 0 PB 3.87 ft Width 1.31 Length 1.25 PC Flank 0 ft Width 0 Length 0 Q = QA + QB + QC 2 Q = CWAPA(0.5dB)1.5 + CWBPBdB1.5 + CWCPC(0.5dB)1.5 0.50 cfs Capacity is adequate, design is complete. 0.12 ft Check calculated dB against allowable dB. If dB < allowable dB, the design is complete. If dB > allowable dB, additional inlets must be added3 and the process repeated. Notes: 1 If using a combination inlet for the sag, the flank grate inlets are not required except in a depressed area (See Hydaulics Manual). 2 Formulas based on weir flow. See Hydraulic Manual 5-5.2. 3 To add more than one inlet in the sag or flanks just increase the width and length values to the sum of all values. Inlets can be different sizes. See Figure 5-5 in Hydraulics Manual for grate dimensions. 4 Qbp1 and Qbp2 come from the inlet spreadsheet. SAG INLET DESIGN WORKSHEET - CB 120 Combination inlet at low point Effective Perimeter of Grate Inlets (reduced by 50% for plugging) 50 yr. rainfall coefficients Distance between last inlet and low point 32.649+3948+38See Figure 5-5 in Hydraulics Manual for grate dimensions. CWAPA0.3536 + CWBPB + CWB + CWCPC0.3536 2/3 =dB =QStatioInlet Elevation32.8StatioInlet Elevation48+75StatioInlet ElevationInlet ElevationStatio33.6Inlet ElevationStatioCB 121CB 120High PointXL1024 8/5/2010 QC WSDOT SAG Inlet Worksheet_Revised.xls 86/14159/3894 Rainier Avenue South Improvement Project - SW Grady Way to S 2nd Street Surface Water Technical Information Report Appendix E Shattuck Avenue Stormwater Diversion Modeling Report Final Report Response to 3/25/08 Review Comments on Draft Report 6/18/08 Response Memorandum to Review Comment #2 CITY OF RENTON SHATTUCK AVENUE STORMWATER DIVERSION MODELING REPORT Prepared For: City of Renton Prepared By: GHD Inc. (Job #8614159) April 2010 (Supersedes February 2008 Draft) City of Renton April 2010 Shattuck Avenue Diversion Modeling Report ii Table of Contents 1.0 INTRODUCTION.............................................................................................................. 1 1.1 PROJECT DESCRIPTION........................................................................................... 1 1.2 BACKGROUND........................................................................................................... 1 1.3 SCOPE OF WORK...................................................................................................... 2 2.0 HYDROLOGIC MODELING ............................................................................................. 3 2.1 BASIN MODIFICATIONS ............................................................................................ 3 2.2 KCRTS MODELING .................................................................................................... 6 3.0 HYDRAULIC MODELING ................................................................................................ 7 3.1 MODIFICATIONS TO XP-SWMM HYDRAULIC MODEL............................................. 7 3.2 MODEL SCENARIOS.................................................................................................. 7 4.0 MODELING RESULTS................................................................................................... 12 4.1 SUMMARY OF RESULTS......................................................................................... 12 4.2 MODELING FINDINGS.............................................................................................. 16 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report iii List of Tables Table 1. Basin Area Revisions............................................................................................... 3 Table 2. Basin V1 Sub-Basins use for Scenarios 3-5............................................................. 4 Table 3. KCRTS Modeling Results........................................................................................ 6 Table 4. 25-year Modeling Results – Shattuck Avenue........................................................ 13 Table 5. 25-year Modeling Results – 7th Street.................................................................... 14 Table 6. 25-year Modeling Results – Out of System or Ponded Volume (ac-ft).................... 15 Table 7. 25-year Modeling Results – Rainier Ave Sag & Pump Station ............................... 15 Table of Figures Figure 1. Basin Map .............................................................................................................. 5 Figure 2. Model Schematic – Scenario 1............................................................................... 9 Figure 3. Model Schematic – Scenarios 2 and 5.................................................................. 10 Figure 4. Model Schematic – Scenarios 3 and 4.................................................................. 11 APPENDIX A – BASIN MODIFICATIONS APPENDIX B – KCRTS MODELING OUTPUT APPENDIX C – XP-SWMM MODEL OUTPUT City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 1 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION The Shattuck Avenue Stormwater Diversion is a 48-inch diameter storm drain pipe proposed to be constructed along Shattuck Avenue S between S 4th Place and S 7th Street in Renton, Washington. Once constructed, this new storm drain will provide gravity stormwater conveyance for the majority of the drainage basin that currently flows to a pump station located on Rainier Avenue S adjacent to the BNSF railroad bridge. Supplemental stormwater modeling has been performed as part of the Rainier Avenue South/BNSF Improvements project to evaluate the feasibility of diverting more runoff away from the Rainier Avenue pump station than had been considered by earlier studies. This assessment was accomplished by modifying the City’s XP-SWMM planning-level hydraulic model. 1.2 BACKGROUND The City’s existing XP-SWMM model was prepared as part of the SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray & Osborne, February 2003). Hydrologic modeling input to the XP-SWMM model was achieved using the King County Runoff Time Series (KCRTS) computer program. The Shattuck Avenue Diversion was included as part of the chosen Alternative 1 of the SW 7th Street Pre-Design Analysis. Alternative 1 included a 60-inch storm drain along SW 7th Street between Lind and Shattuck Avenues, which has since been constructed. The 7th Street pre-design analysis describes the Shattuck Avenue storm drain pipe improvements as consisting of a 48-inch pipe between S 7th and S 6th Streets and a 36-inch pipe between S 6th and S 2nd Streets. The City currently plans to construct a 48-inch pipe between S 7th Street and S 4th Place. The size of conveyance improvements north of 4th Place will be determined in the future. The previous XP-SWMM modeling was performed both with and without an additional 72- inch parallel downstream conveyance pipe improvement between Lind Avenue and the outfall to the Black River Forebay. The downstream parallel pipe improvement had been determined by the SW 7th Street Pre-Design Analysis to be necessary to achieve 25-year conveyance capacity with future land use conditions. The parallel pipe system is not currently included in the City’s Capital Improvement Program because flooding predicted by the future conditions modeling has not occurred with the current land-use and drainage system conditions. In addition to the previous XP-SWMM modeling, a backwater analysis was performed for the proposed pipe improvements between S 7th Street and S 4th Place as part of the Shattuck Avenue Diversion Feasibility Study (RoseWater Engineering, May 2007). City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 2 1.3 SCOPE OF WORK The scope of work of this study included the following tasks: x Reviewing hydrologic and hydraulic modeling prepared for the SW 7th Street Storm Drainage Improvements Project Pre-Design Analysis (Gray & Osborne, February 2003). x Revising existing hydrologic modeling to reflect known current conditions identified through review of record drawings and limited field investigation. x Modifying the existing XP-SWMM model to create a new “current conditions” model that includes as-built drainage conditions in S 7th Street and Shattuck Avenue S. x Modeling future conditions including the Shattuck Avenue Stormwater Diversion, with alternative model scenarios that evaluate the feasibility of diverting additional runoff away from the Rainier Avenue pump station. x Running all modeled scenarios both with and without a potential future 72-inch parallel pipe drainage improvement between Lind Avenue and the outfall to the Black River Forebay. x Presenting modeling results in terms of changes in the HGL along S 7th Street and Shattuck Avenue S, and changes in pump station performance and flooding depth along Rainier Avenue. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 3 2.0 HYDROLOGIC MODELING 2.1 BASIN MODIFICATIONS Drainage basin boundaries were revised based on a review of record drawings and limited field investigation. Record drawings were obtained and reviewed for the following properties: Renton High School, McLendons Hardware, Renton Center (Fred Meyer and businesses on the west side of Rainier Avenue), Lithia Dodge, Kentucky Fried Chicken, and Bob Bridge Scion. Record drawings could not be found for Rainier Village (Baskin- Robbins, Radio Shack) and for Mazatlan Mexican Restaurant. Figure 1 shows the revised basin map resulting from this effort. Table 1 shows the revised basin areas in acres, including future conditions impervious and pervious areas used in the revised hydrologic modeling. Impervious coverage percentages were taken from Table 1 of the SW 7th Street Pre-Design Analysis and applied to the modified basin areas. These changes reduced the total “existing” area tributary to the Rainier Avenue pump station by about 11 acres, from the 82 acres indicated in 7th Street Pre-Design Analysis to 71 acres with the revised areas. See Appendix A for copies of the record drawings that were used for updating the basin map. Table 1. Basin Area Revisions Basin Previous1 Revised2 Area (ac) % Impervious3 Area (ac)Impervious Area (ac) 4 Pervious Area (ac) I 7.45 91%7.66 6.97 0.69 U 14.26 89%12.93 11.51 1.42 V1 22.72 90%16.63 14.97 1.66 V2 23.06 83%24.04 19.95 4.09 W 4.16 84%4.57 3.84 0.73 X 19.02 96%19.91 19.11 0.80 AH 7.93 73%10.14 7.40 2.74 AK 7.31 78%11.90 9.28 2.62 AL 12.77 78%5.05 3.94 1.11 AN 9.71 75%11.22 8.42 2.80 AP 3.43 95%2.91 2.76 0.15 1. From “SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis” (Gray & Osborne, Feb. 2003). 2. Revised areas based on review of record drawings and limited field investigation. 3. % Impervious used for “future conditions” modeling = greater of existing or future conditions. 4.Based on % impervious used for previous “future conditions” modeling. Basin V1 is the drainage basin that drains directly to the existing pump station and was not originally planned to be diverted to the new storm drainage system in Shattuck Avenue S. In order to evaluate the possibility of diverting additional areas away from Rainier Avenue to Shattuck Avenue, Basin V1 was divided into three sub-basins, V1-1, V1-2, and V1-3. These areas are delineated on Figure 1; see Table 1 for sub-basin areas and percent impervious coverage. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 4 x Sub-Basin V1-1 consists of the Rainier Avenue drainage basin between S 3rd Place and S 4th Place that currently drains to the pump station, but could be diverted to the new Shattuck Avenue storm drain by constructing a new storm drainage pipe along S 4th Place. x Sub-Basin V1-2 consists of the Rainier Avenue drainage basin between S 4th Place and a point 500 feet north of S 7th Street that must remain tributary to the pump station because it is too low to be conveyed to the new Shattuck Avenue storm drain. x Sub-Basin V1-3 consists of an area along Rainier Avenue that extends 150 feet through 500 feet north of S 7th Street that currently drains to the pump station, but could be diverted to the storm drainage system in S 7th Street. This area includes the Lithia Dodge parking lot. Table 2. Basin V1 Sub-Basins use for Scenarios 3-5 Sub-Basin Area (ac) % Impervious1 Impervious Area (ac) Pervious Area (ac) V1-1 7.85 90%7.06 0.79 V1-2 4.75 90%4.28 0.47 V1-3 4.03 90%3.63 0.40 Total (Basin V1) 16.63 Same as Basin V1, See Table 1 EXISTING PUMP STATION TRIBUTARY AREA REVISED BASIN BOUNDARIES PREVIOUS BASIN BOUNDARIES FROM SW 7TH ST PRE-DESIGN ANALYSIS HYDRAULIC BASEMAP PREVIOUS BASIN BOUNADRIES THAT HAVE CHANGED BASIN VI SUB BASIN BOUNDARIES CLIENTS PEOPLE PERFORMANCE City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 6 2.2 KCRTS MODELING The same hydrologic modeling approach used by the SW 7th Street Pre-Design Analysis was used for the current modeling. Following is a list of the model parameters: x Model:King County Runoff Time Series (KCRTS) x Time Step: 15-minute x Rainfall: Sea-Tac Region with 1.0 scale factor x Soils:Till x Land Cover: Impervious and till grass, based on the future land use condition impervious coverage percentages found in Table 1 of the SW 7th Street Pre-Design Analysis. Hydrograph Extraction: 25-year hydrographs were extracted using the KCRTS Analysis Tools Module. The 48-hour hydrograph was extracted from 12/8/02, 0:00 hours to 12/9/02, 23:00 hours to bracket the 25-year storm. The resulting hydrographs were converted to comma delimitated format using Excel for input into the XP-SWMM hydraulic model as gauged inflow. Revised hydrology modeling files have been named using the same convention as the previous modeling, except the suffix “-rev” has been added. KCRTS modeling was only performed for drainage basins that changed in size and for the new sub-basins V1-1, V1-2, and V1-3. The peak 25-year runoff rates from the previous and current hydrology modeling are found in Table 3. Detailed KCRTS program output is attached as Appendix B. Table 3. KCRTS Modeling Results Future Condition 25-year Peak Flow (cfs) Basin Previous Modeling Current Modeling I 6.25 6.43 U 11.78 10.67 V1 18.98 13.84 V2 17.72 18.88 W 3.29 3.62 X 16.61 17.41 AH 5.79 7.27 AK 5.48 8.93 AL 9.63 3.79 AN 7.10 8.20 AP 2.97 2.52 Sub-Basin V1-1 n/a 6.53 V1-2 n/a 3.96 V1-3 n/a 3.36 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 7 3.0 HYDRAULIC MODELING 3.1 MODIFICATIONS TO XP-SWMM HYDRAULIC MODEL The following modifications were made to the City’s existing XP-SWMM model to develop a current conditions hydraulic model: x The previous Version 8 XP-SWMM model was imported into Version 10.6 and run to verify consistent results. x Hydraulic conditions in S 7th Street were revised to match the SW 7th Street as-built plans. x Hydraulic conditions in Shattuck Avenue S were revised to match the recent topographic survey. x The Rainier Avenue pump station link was modified to match the pump station performance and stage/storage relationships determined through previous preliminary design work for the Rainier Avenue/BNSF Improvement project. The pump station is modeled to have 6.9 cfs average capacity when one pump is running and 13.5 cfs capacity with both pumps running. x Revised hydrograph inputs generated using KCRTS were attached to the appropriate nodes as gauged inflow (see Section 2 for hydrologic modeling). x Model nodes along the Hardie Avenue branch of the storm drainage system were switched from “sealed” to “ponding allowed” to more accurately reflect current conditions. 3.2 MODEL SCENARIOS The following model scenarios were developed and run to evaluate the impacts of diverting additional runoff away from the Rainier Avenue pump station to the new 48-inch storm drain in Shattuck Avenue S. Each scenario name contains an A or B suffix: A = Existing conveyance system between Lind Avenue and the Black River Forebay. B = New 72-inch parallel conveyance pipe between Lind Avenue and the Black River Forebay. All model scenarios used future land use conditions. Following is a description of each scenario: Scenario 1:Current conditions in Shattuck and Rainier Avenues. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 8 Scenario 2:48-inch storm drain improvement in Shattuck Avenue between S 7th Street and S 4th Place. All of Basin V1 (16.63 ac) remains tributary to the Rainier Avenue pump station. This results in runoff from 54 acres being diverted away from the Rainier Avenue pump station to the new Shattuck Avenue storm drain. Scenario 3: 48-inch storm drain improvement in Shattuck Avenue between S 7th Street and S 4th Place, and 24-inch storm drain improvement along S 4th Place to convey Sub-Basin V1-1 to the new Shattuck Avenue storm drain. Sub- Basins V1-2 and V1-3 (8.78 ac) remain tributary to the Rainier Avenue pump station. This results in runoff from 62 acres being diverted away from the Rainier Avenue pump station to the new Shattuck Avenue storm drain. Scenario 4:Same as Scenario 3, with the addition of a 24-inch storm drain improvement in Rainier Avenue to convey runoff from Basin V1-3 to S 7th Street. Only Sub-Basin V1-2 (4.75 ac) remains tributary to the Rainier Avenue pump station. This results in runoff from 66 acres being diverted away from the Rainier Avenue pump station to the new Shattuck Avenue storm drain. One additional scenario was added after evaluating the modeling results of the first four scenarios. Scenario 5:Same as Scenario 2, with a 36-inch storm drain improvement added between S 4th Place and S 2nd Street. LIFT STATION 4+21 Ex_F D8-14_G MH2385 45 40_E 56A 57A 58A 59B_U TmpOut_V1 SH10_K,M SH15SH20 SH25_L SH40 SH45 SH50_AN SH60_V2 SH65 AH75_AL SH70_AG 67A 65A 60B 60A_X 59A_W,AM 70A 73A 75A_Z,AA,Y 78A79A 80A_ABACAP 100A 95A_AE 105A 110A 115A_AF,AD120A125A 130A 135A_AH136A 137A 138A 140A 145A 150AAIAJAK 3530252015_C,D 10 5 1_A,B1,B2 NODE 157 OUTFALL 235_0,A037+22 P,Q,R VAULT 2 (6+44) CB5 (4+67)CB17 (9+78) 36+60 35+2132+23 Ex 32+17 Ex ExCB (31+02) ExCB (31+05) 32+10 Ex CB54 (29+23) CB51 (26+48) CB50_J 26+48 Ex VT3 (25+57) CB46 (24+14)CB45 (23+63) CB-EX (22+85) CB41 (20+92) CB42 (21+04) CB21 (11+35) CB31 (14+35)CB40 (17+97) CB35 (15+71)_I F8-22 (19+96) E8-13B (18+83)E8-13A (17+97) E8-11 (16+20)CB52 (15+71) 72" PARALLEL PIPE (SCENARIO 1B) MANHOLE NODE MANHOLE NODE WITH BASIN INPUT STORM DRAIN PIPE 45 40_E LEGEND HARDIE AVE CONVEYANCE SYSTEM SHATTUCK AVE CONVEYANCE SYSTEM SW 7TH ST CONVEYANCE SYSTEM VAULT 1 (1+62) MODELING SCENARIO 1 2 FIGURE DESIGNED:DATE: SHATTUCK AVENUE STORMWATER DIVERSION 02/08/2008K. SMITH 9 LIFT STATION 4+21 Ex_F D8-14_G MH2385 45 40_E 56A 57A 58A 59B_U Tmp Out_VI CB2 CB3CB4 CB5 CB6 CB7 SH50_AN SH60_V2 SH65 AH75_AL SH70_AG 67A 65A 60B 60A_X 59A_W,AM 70A 73A 75A_Z,AA,Y 78A79A 80A_ABACAP 100A 95A_AE 105A 110A 115A_AF,AD120A125A 130A 135A_AH136A 137A 138A 140A 145A 150AAIAJAK 3530252015_C,D 10 5 1_A,B1,B2OUTFALL 235_0,A037+22 P,Q,R VAULT 2 (6+44) CB5 (4+67)CB17 (9+78) 36+60 35+2132+23 Ex 32+17 Ex ExCB (31+02) ExCB (31+05) 32+10 Ex CB54 (29+23) CB51 (26+48) CB50_J 26+48 Ex VT3 (25+57) CB46 (24+14)CB45 (23+63) CB-EX (22+85) CB41 (20+92) CB42 (21+04) CB21 (11+35) CB31 (14+35)CB40 (17+97) CB35 (15+71)_I F8-22 (19+96) E8-13B (18+83)E8-13A (17+97) E8-11 (16+20)CB52 (15+71) 72" PARALLEL PIPE (SCENARIO 2B AND 5B) MANHOLE NODE MANHOLE NODE WITH BASIN INPUT EXISTING STORM DRAIN PIPE 45 40_E LEGEND HARDIE AVE CONVEYANCE SYSTEM SHATTUCK AVE CONVEYANCE SYSTEM SW 7TH ST CONVEYANCE SYSTEM VAULT 1 (1+62)EXIST 12" (SCENARIO 2)NEW 36" SD (SCENARIO 5)NEW 48" SDPROPOSED STORM DRAIN PIPE MODELING SCENARIOS 2 AND 5 3 FIGURE DESIGNED:DATE: SHATTUCK AVENUE STORMWATER DIVERSION 02/08/2008K. SMITH 10 LIFT STATION 4+21 Ex_F D8-14_G MH2385 45 40_E 56A 57A 58A 59B_U CB2 CB3CB4 CB5 CB6 CB7 SH50_AN SH60_V2 SH65 AH75_AL SH70_AG 67A 65A 60B 60A_X 59A_W,AM 70A 73A 75A_Z,AA,Y 78A79A 80A_ABACAP 100A 95A_AE 105A 110A 115A_AF,AD120A125A 130A 135A_AH136A 137A 138A 140A 145A 150AAIAJAK 3530252015_C,D 10 5 1_A,B1,B2OUTFALL 235_0,A037+22 P,Q,R VAULT 2 (6+44) CB5 (4+67)CB17 (9+78) 36+60 35+2132+23 Ex 32+17 Ex ExCB (31+02) ExCB (31+05) 32+10 Ex CB54 (29+23) CB51 (26+48) CB50_J 26+48 Ex VT3 (25+57) CB41 (20+92)CB21 (11+35) CB31 (14+35)CB40 (17+97) CB35 (15+71)_I E8-11 (16+20)CB52 (15+71) 72" PARALLEL PIPE (SCENARIO 3B AND 4B) MANHOLE NODE MANHOLE NODE WITH BASIN INPUT 45 40_E LEGEND HARDIE AVE CONVEYANCE SYSTEM SHATTUCK AVE CONVEYANCE SYSTEM SW 7TH ST CONVEYANCE SYSTEM VAULT 1 (1+62)EXIST 12"NEW 48" SDRA_V1-1 NEW 24" SD LP_V1-23 (SCENARIO 3) LP_V1-2 (SCENARIO 4) RA_V1-3 (SCENARIO 4) NEW 24" SD (SCENARIO 4) EXISTING STORM DRAIN PIPE PROPOSED STORM DRAIN PIPE MODELING SCENARIOS 3 AND 4 4 FIGURE DESIGNED:DATE: SHATTUCK AVENUE STORMWATER DIVERSION 02/08/2008K. SMITH 11 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 12 4.0 MODELING RESULTS 4.1 SUMMARY OF RESULTS The results of the 25-year XP-SWMM modeling for the scenarios defined in Section 3.2 are summarized in Table 4 for Shattuck Avenue and Table 5 for 7th Street. These tables include the surface elevation, HGL, and peak flows at key locations along each of these streets. Table 6 summarizes the “out of system” and ponded water volumes for each model run due to overflow from nodes with unsealed lids or nodes that allow ponding. Table 7 summarizes performance of the Rainier Avenue pump station for each modeled scenario, in terms of peak flow rate, storage volume used, and predicted flooding depth at the sag under the railroad bridge. See Appendix C for XP-SWMM modeling result printouts. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 13 Table 4. 25-year Modeling Results – Shattuck Avenue Modeling Scenario1 1A 1B 2A 2B 3A 3B 4A 4B 5A 5B Shattuck & 7th St. Ground Elev.= 24.362 (Node VT3(25+57)) Max. HGL (feet)24.06 19.19 24.46 20.21 24.59 20.59 24.58 20.56 24.73 21.29 Max. Flow (cfs)38.07 46.20 49.88 56.93 51.94 59.34 51.44 60.34 53.75 67.00 Shattuck & 6th St. Ground Elev. = 25.80 (Node SH15, CB4_L) Max. HGL (feet)25.57 25.57 24.69 20.34 24.90 20.79 24.91 20.76 25.31 21.58 Max. Flow (cfs)3.56 3.56 29.07 22.03 36.71 25.71 35.14 26.26 59.94 36.19 Shattuck & 4th Pl. Ground Elev. = 28.31 (Node SH50_AN) Max. HGL (feet)27.42 27.42 24.73 20.39 25.18 20.89 25.17 20.84 25.54 21.75 Max. Flow (cfs)8.85 8.85 11.57 12.84 19.05 18.17 19.49 18.09 41.59 27.88 Shattuck & 4th St. Ground Elev. = 29.63 (Node SH60_V2) Max. HGL (feet)29.63 29.63 29.63 29.63 29.63 29.63 29.63 29.63 26.26 22.08 Max. Flow (cfs)4.59 4.59 4.80 5.45 4.79 4.79 4.79 4.79 33.71 24.28 Shattuck & 3rd St. Ground Elev. = 30.99 (Node SH65) Max. HGL (feet)30.57 30.57 30.57 30.56 30.57 30.57 30.57 30.57 30.41 22.18 Max. Flow (cfs)1.38 1.38 1.39 1.65 1.38 1.41 1.38 1.41 -23.0 7.27 Shattuck & 2nd St. Ground Elev. = 31.90 (Node SH75_AL) Max. HGL (feet)31.90 31.90 31.90 31.90 31.90 31.90 31.90 31.90 30.94 23.10 Max. Flow (cfs)3.44 3.44 3.44 3.44 3.44 3.44 3.44 3.44 6.18 3.75 Notes: 1. See Section 3.2 for description of modeling scenarios 2. Ground elevation revised from 24.49 in SW 7th Street Pre-Design Analysis modeling City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 14 Table 5. 25-year Modeling Results – 7th Street Modeling Scenario1 1A 1B 2A 2B 3A 3B 4A 4B 5A 5B 7th & Naches Ground Elev. = 20.30 (Node: 15_C,D ) Max. HGL (feet)16.75 15.19 16.80 15.30 16.78 15.34 16.77 15.30 16.78 15.43 Max. Flow (cfs) 2 158.5 85.28 159.6 90.28 158.7 92.09 158.8 90.16 159.2 96.18 7th & Thomas Ground Elev. = 22.60 (Node: 35) Max. HGL (feet)19.56 16.81 19.60 16.98 19.69 17.03 19.58 16.98 19.61 17.16 Max. Flow (cfs) 2 128.0 68.39 132.5 73.50 129.9 76.16 128.4 73.59 132.2 78.87 7th & Lind Ground Elev. = 23.40 (Node: Vault 1(1+62)) Max. HGL (feet)22.85 17.75 22.90 18.00 22.90 18.08 22.98 18.00 22.97 18.29 Max. Flow (cfs)111.2 160.1 116.8 170.9 117.3 175.0 117.2 172.6 118.1 180.9 7th & Hardie Ground Elev. = 25.40 (Node: CB31(14+35)_H) Max. HGL (feet)23.77 18.89 24.25 19.69 24.05 20.00 24.24 19.90 24.15 20.42 Max. Flow (cfs)55.01 51.26 63.77 65.35 65.93 69.98 66.61 71.23 65.14 79.17 7th & Shattuck Ground Elev. = 24.363 (Node: VT3(25+57)) Max. HGL (feet)24.06 19.19 24.46 20.21 24.59 20.59 24.58 20.56 24.73 21.29 Max. Flow (cfs)38.07 46.20 49.88 56.93 51.94 59.34 51.44 60.34 53.75 67.00 7th & Morris Ground Elev. = 25.50 (Node: 32+10EX) Max. HGL (feet)25.55 22.16 25.56 22.16 25.57 22.16 25.56 22.16 25.56 22.48 Max. Flow (cfs)32.88 34.30 32.13 34.30 29.99 34.31 30.13 34.30 32.44 34.18 7th & Burnett Ground Elev. = 29.82 (Node: 235O,AO) Max. HGL (feet)26.77 23.72 26.99 23.72 26.83 23.72 27.11 23.72 27.26 23.72 Max. Flow (cfs)22.48 22.04 22.48 22.04 21.88 22.04 22.45 22.04 22.23 22.06 Notes: 1. See Section 3.2 for description of modeling scenarios 2. Flow through this node only—additional flow in parallel pipe for some scenarios 3. Ground elevation revised from 24.49 in SW 7th Street Pre-Design Analysis modeling City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 15 Table 6. 25-year Modeling Results – Out of System or Ponded Volume (ac-ft) Modeling Scenario1 1A 1B 2A 2B 3A 3B 4A 4B 5A 5B Shattuck Ave South of 4th Place 0.51 0.39 0.00 0.00 0.04 0.00 0.03 0.00 0.07 0.00 Shattuck Ave North of 4th Place 1.13 1.12 0.90 0.72 0.91 0.85 0.91 0.85 0.00 0.00 7th Street East of Rainier Ave 0.06 0.00 0.31 0.00 0.55 0.00 0.37 0.00 0.45 0.00 Hardie Avenue Branch of Storm System 2.82 0.92 2.92 0.91 2.82 0.78 2.74 0.81 3.06 0.94 Total 4.52 2.43 4.13 1.63 4.32 1.63 4.05 1.66 3.58 0.94 Notes: 1. See Section 3.2 for description of modeling scenarios 2. Information compiled from Table E20 of XP-SWMM output file (see Appendix C) Table 7. 25-year Modeling Results – Rainier Ave Sag & Pump Station Modeling Scenario1 1A 1B 2A 2B 3A 3B 4A 4B 5A 5B Ground Elev. (feet)19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 Max. HGL Elev. (feet)21.52 21.52 18.74 18.74 17.71 17.71 17.70 17.70 18.74 18.74 Flooding Depth (feet)2.1 2.1 0 0 0 0 0 0 0 0 Peak Inflow (cfs)22.6 22.6 13.8 13.8 7.3 7.3 4.0 4.0 13.8 13.8 Max Pump Flow (cfs)13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 Storage Volume (cf)6429 6429 689 689 511 510 510 511 689 689 Notes: 1. See Section 3.2 for description of modeling scenarios 2. Rainier sag and pump station represented by Node Tmp Out_V1 for Scenarios 1, 2, and 5; Node LP_V1- 23 for Scenario 3; and Node LP_V1-2 for Scenario 4 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 16 4.2 MODELING FINDINGS This section summarizes the findings from modeling results for each scenario. Scenario 1 – Current Conditions The model predicts that the 7th Street drainage system is surcharged nearly to the surface during a 25-year storm. Very minor flooding occurs along 7th Street east of Rainier Avenue. Flooding occurs along Shattuck Avenue and at the low point along Rainier Avenue at the railroad bridge. Significant flooding occurs along the Hardie Avenue branch of the drainage system. Addition of the 72-inch parallel pipe improvement west of Lind Avenue reduces the HGL by nearly five feet along the 7th Street storm drain, eliminating all flooding from this portion of the conveyance system. Flooding still occurs at the low point along Rainier Avenue. Hardie Avenue flooding is reduced. Scenario 2 – Shattuck Avenue Diversion to 4th Place Without conveyance improvements west of Lind Avenue, the model predicts HGL increases at the intersection of 7th Street and Shattuck Avenue by about 0.40 foot, resulting in a 0.1- foot flooding depth at this location and a minor increase in flooding further to the east along 7th Street (maximum 0.3-foot depth). Shattuck Avenue flooding is nearly eliminated south of S 4th Place. It should be noted that HGL along 7th Street predicted by the current model is approximately 0.4 foot higher than in the SW 7th Street Pre-Design Analysis modeling because surface ponding was not allowed in that model. Based on a calculated capacity of 13.5 cfs, the Rainier Avenue pump station can handle the 25-year peak flows from Basin V1 (13.8 cfs) without surface flooding. Addition of the 72-inch parallel pipe improvement west of Lind Avenue reduces the HGL by about four feet along the 7th Street storm drain, eliminating all flooding from this portion of the conveyance system. No flooding occurs at the low point along Rainier Avenue. Flooding still occurs along Shattuck Avenue north of S 4th Place. Scenario 3 – Shattuck Avenue Diversion to 4th Place & Sub-Basin V1-1 (7.8 ac) Diversion The elevation of the intersection of Shattuck Avenue S and S 4th Place is nearly four feet higher than the intersection of Rainier Avenue S and S 4th Place. Without the downstream conveyance improvements along 7th Street, HGL in the Shattuck Avenue storm drain is too high to allow the diversion because flows from that system would overflow to Rainier Avenue. The diversion has a negligible effect on the HGL along 7th Street, but raises the HGL along Shattuck two feet at 4th Place. As a result, Scenario 3A does not appear to be feasible. With the addition of the 72-inch parallel pipe improvement west of Lind Avenue, the reduced HGL throughout the drainage system would allow Sub-Basin V1-1 diversion to occur without the risk of overflows to Rainier Avenue. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report 17 Scenario 4 – Shattuck Avenue Diversion to 4th Place, Sub-Basin V1-1 (7.8 ac) Diversion, and Sub-Basin V1-3 Diversion (4.0 ac) This scenario without downstream conveyance improvements (Scenario 4A) has the same problem as Scenario 3A—the tailwater condition is too high in 7th Street and Shattuck Avenue to allow Sub-Basins V1-1 and V1-3 to be diverted without risking overflows to Rainier Avenue. Therefore, Scenario 4A does not appear to be feasible. With the addition of the 72-inch parallel pipe improvement west of Lind Avenue, the reduced HGL throughout the drainage system would allow Sub-Basin V1-1 and V1-3 diversions to occur without the risk of overflows to Rainier Avenue. Scenario 5 – Shattuck Avenue Diversion to 2nd Street This scenario was added to further study potential impacts of the Shattuck Avenue Diversion on downstream conveyance systems for a future condition where conveyance improvements were made further upstream along Shattuck Avenue. The results of this model scenario are similar to Scenario 2, except the added 36-inch conveyance improvement along Shattuck Avenue north of S 4th Place eliminates flooding from that segment of storm drain. This change results in a slightly higher hydraulic grade line at the intersection of 7th Street and Shattuck Avenue; however, impacts to the drainage system further downstream are negligible. City of Renton April 2010 Shattuck Avenue Diversion Modeling Report APPENDIX A – BASIN MODIFICATIONS Copies of existing record drawings showing revised basin boundary assumptions for: x Renton High School: Renton High School Modernization (2000) x Renton Center: o Fred Meyer Renton Center Existing Conditions (1994) o Grading and Drainage Plan- Parking lot near 3rd Place (1992) o South Lake Center Grading and Drainage Plan (2006) x McLendon’s Hardware: K-Mart #4480 Storm Plan (1971) x Lithia Dodge: Grading, Paving and Drainage Plan (2003) x KFC Restaurant: Grading and Utilities Plan (1986) x Scion Dealership: Sound Olds/Pontiac/GMC Utility/Traffic/Storm Plan (1989); shows downstream system from IHOP restaurant City of Renton April 2010 Shattuck Avenue Diversion Modeling Report APPENDIX B – KCRTS MODELING OUTPUT KCRTS Flow Frequency Analysis Results for Previous and Revised Basin Areas (Filenames with –rev suffix are for revised basin areas) City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-1 Basin I Flow Frequency Analysis Time Series File:f-i.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.22 6 8/27/01 18:00 8.33 1 100.00 0.990 2.25 8 9/17/02 17:45 6.25 2 25.00 0.960 6.25 2 12/08/02 17:15 4.40 3 10.00 0.900 2.60 7 8/23/04 14:30 3.65 4 5.00 0.800 3.46 5 10/28/04 16:00 3.46 5 3.00 0.667 3.65 4 10/27/05 10:45 3.22 6 2.00 0.500 4.40 3 10/25/06 22:45 2.60 7 1.30 0.231 8.33 1 1/09/08 6:30 2.25 8 1.10 0.091 Computed Peaks 7.63 50.00 0.980 Flow Frequency Analysis Time Series File:f-i-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.32 6 8/27/01 18:00 8.57 1 100.00 0.990 2.32 8 9/17/02 17:45 6.43 2 25.00 0.960 6.43 2 12/08/02 17:15 4.53 3 10.00 0.900 2.67 7 8/23/04 14:30 3.76 4 5.00 0.800 3.56 5 10/28/04 16:00 3.56 5 3.00 0.667 3.76 4 10/27/05 10:45 3.32 6 2.00 0.500 4.53 3 10/25/06 22:45 2.67 7 1.30 0.231 8.57 1 1/09/08 6:30 2.32 8 1.10 0.091 Computed Peaks 7.86 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-2 Basin U Flow Frequency Analysis Time Series File:f-u.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 6.04 6 8/27/01 18:00 15.77 1 100.00 0.990 4.22 8 9/17/02 17:45 11.78 2 25.00 0.960 11.78 2 12/08/02 17:15 8.25 3 10.00 0.900 4.87 7 8/23/04 14:30 6.86 4 5.00 0.800 6.49 5 10/28/04 16:00 6.49 5 3.00 0.667 6.86 4 10/27/05 10:45 6.04 6 2.00 0.500 8.25 3 10/25/06 22:45 4.87 7 1.30 0.231 15.77 1 1/09/08 6:30 4.22 8 1.10 0.091 Computed Peaks 14.44 50.00 0.980 Flow Frequency Analysis Time Series File:f-u-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 5.48 6 8/27/01 18:00 14.30 1 100.00 0.990 3.83 8 9/17/02 17:45 10.67 2 25.00 0.960 10.67 2 12/08/02 17:15 7.49 3 10.00 0.900 4.41 7 8/23/04 14:30 6.22 4 5.00 0.800 5.89 5 10/28/04 16:00 5.89 5 3.00 0.667 6.22 4 10/27/05 10:45 5.48 6 2.00 0.500 7.49 3 10/25/06 22:45 4.41 7 1.30 0.231 14.30 1 1/09/08 6:30 3.83 8 1.10 0.091 Computed Peaks 13.09 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-3 Basin V1 Flow Frequency Analysis Time Series File:f-v1.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 9.78 6 8/27/01 18:00 25.33 1 100.00 0.990 6.83 8 9/17/02 17:45 18.98 2 25.00 0.960 18.98 2 12/08/02 17:15 13.35 3 10.00 0.900 7.88 7 8/23/04 14:30 11.10 4 5.00 0.800 10.51 5 10/28/04 16:00 10.51 5 3.00 0.667 11.10 4 10/27/05 10:45 9.78 6 2.00 0.500 13.35 3 10/25/06 22:45 7.88 7 1.30 0.231 25.33 1 1/09/08 6:30 6.83 8 1.10 0.091 Computed Peaks 23.22 50.00 0.980 Flow Frequency Analysis Time Series File:f-v1-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 7.13 6 8/27/01 18:00 18.51 1 100.00 0.990 4.98 8 9/17/02 17:45 13.84 2 25.00 0.960 13.84 2 12/08/02 17:15 9.73 3 10.00 0.900 5.74 7 8/23/04 14:30 8.08 4 5.00 0.800 7.65 5 10/28/04 16:00 7.65 5 3.00 0.667 8.08 4 10/27/05 10:45 7.13 6 2.00 0.500 9.73 3 10/25/06 22:45 5.74 7 1.30 0.231 18.51 1 1/09/08 6:30 4.98 8 1.10 0.091 Computed Peaks 16.96 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-4 Basin V2 Flow Frequency Analysis Time Series File:f-v2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 8.84 6 8/27/01 18:00 24.17 1 100.00 0.990 6.18 8 9/17/02 17:45 17.72 2 25.00 0.960 17.72 2 12/08/02 17:15 12.14 3 10.00 0.900 7.12 7 8/23/04 14:30 10.18 4 5.00 0.800 9.64 5 10/28/04 16:00 9.64 5 3.00 0.667 10.18 4 10/27/05 10:45 8.84 6 2.00 0.500 12.14 3 10/25/06 22:45 7.12 7 1.30 0.231 24.17 1 1/09/08 6:30 6.18 8 1.10 0.091 Computed Peaks 22.02 50.00 0.980 Flow Frequency Analysis Time Series File:f-v2-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 9.50 6 8/27/01 18:00 25.60 1 100.00 0.990 6.64 8 9/17/02 17:45 18.88 2 25.00 0.960 18.88 2 12/08/02 17:15 13.03 3 10.00 0.900 7.65 7 8/23/04 14:30 10.87 4 5.00 0.800 10.32 5 10/28/04 16:00 10.32 5 3.00 0.667 10.87 4 10/27/05 10:45 9.50 6 2.00 0.500 13.03 3 10/25/06 22:45 7.65 7 1.30 0.231 25.60 1 1/09/08 6:30 6.64 8 1.10 0.091 Computed Peaks 23.36 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-5 Basin W Flow Frequency Analysis Time Series File:f-w.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.66 6 8/27/01 18:00 4.46 1 100.00 0.990 1.16 8 9/17/02 17:45 3.29 2 25.00 0.960 3.29 2 12/08/02 17:15 2.28 3 10.00 0.900 1.34 7 8/23/04 14:30 1.90 4 5.00 0.800 1.80 5 10/28/04 16:00 1.80 5 3.00 0.667 1.90 4 10/27/05 10:45 1.66 6 2.00 0.500 2.28 3 10/25/06 22:45 1.34 7 1.30 0.231 4.46 1 1/09/08 6:30 1.16 8 1.10 0.091 Computed Peaks 4.07 50.00 0.980 Flow Frequency Analysis Time Series File:f-w-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.83 6 8/27/01 18:00 4.90 1 100.00 0.990 1.28 8 9/17/02 17:45 3.62 2 25.00 0.960 3.62 2 12/08/02 17:15 2.51 3 10.00 0.900 1.47 7 8/23/04 14:30 2.09 4 5.00 0.800 1.98 5 10/28/04 16:00 1.98 5 3.00 0.667 2.09 4 10/27/05 10:45 1.83 6 2.00 0.500 2.51 3 10/25/06 22:45 1.47 7 1.30 0.231 4.90 1 1/09/08 6:30 1.28 8 1.10 0.091 Computed Peaks 4.47 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-6 Basin X Flow Frequency Analysis Time Series File:f-x.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 8.69 6 8/27/01 18:00 21.93 1 100.00 0.990 6.07 8 9/17/02 17:45 16.61 2 25.00 0.960 16.61 2 12/08/02 17:15 11.84 3 10.00 0.900 7.00 7 8/23/04 14:30 9.77 4 5.00 0.800 9.25 5 10/28/04 16:00 9.25 5 3.00 0.667 9.77 4 10/27/05 10:45 8.69 6 2.00 0.500 11.84 3 10/25/06 22:45 7.00 7 1.30 0.231 21.93 1 1/09/08 6:30 6.07 8 1.10 0.091 Computed Peaks 20.16 50.00 0.980 Flow Frequency Analysis Time Series File:f-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 9.10 6 8/27/01 18:00 22.96 1 100.00 0.990 6.35 8 9/17/02 17:45 17.41 2 25.00 0.960 17.41 2 12/08/02 17:15 12.37 3 10.00 0.900 7.33 7 8/23/04 14:30 10.24 4 5.00 0.800 9.69 5 10/28/04 16:00 9.69 5 3.00 0.667 10.24 4 10/27/05 10:45 9.10 6 2.00 0.500 12.37 3 10/25/06 22:45 7.33 7 1.30 0.231 22.96 1 1/09/08 6:30 6.35 8 1.10 0.091 Computed Peaks 21.11 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-7 Basin AH Flow Frequency Analysis Time Series File:f-ah.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.83 6 8/27/01 18:00 8.02 1 100.00 0.990 1.98 8 9/17/02 17:45 5.79 2 25.00 0.960 5.79 2 12/08/02 17:15 3.91 3 10.00 0.900 2.28 7 8/23/04 14:30 3.30 4 5.00 0.800 3.12 5 10/28/04 16:00 3.12 5 3.00 0.667 3.30 4 10/27/05 10:45 2.83 6 2.00 0.500 3.91 3 10/25/06 22:45 2.28 7 1.30 0.231 8.02 1 1/09/08 6:30 1.98 8 1.10 0.091 Computed Peaks 7.28 50.00 0.980 Flow Frequency Analysis Time Series File:f-ah-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.53 6 8/27/01 18:00 10.12 1 100.00 0.990 2.46 8 9/17/02 17:45 7.27 2 25.00 0.960 7.27 2 12/08/02 17:15 4.87 3 10.00 0.900 2.84 7 8/23/04 14:30 4.12 4 5.00 0.800 3.90 5 10/28/04 16:00 3.90 5 3.00 0.667 4.12 4 10/27/05 10:45 3.53 6 2.00 0.500 4.87 3 10/25/06 22:45 2.84 7 1.30 0.231 10.12 1 1/09/08 6:30 2.46 8 1.10 0.091 Computed Peaks 9.17 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-8 Basin AK Flow Frequency Analysis Time Series File:f-ak.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.71 6 8/27/01 18:00 7.53 1 100.00 0.990 1.89 8 9/17/02 17:45 5.48 2 25.00 0.960 5.48 2 12/08/02 17:15 3.73 3 10.00 0.900 2.18 7 8/23/04 14:30 3.14 4 5.00 0.800 2.97 5 10/28/04 16:00 2.97 5 3.00 0.667 3.14 4 10/27/05 10:45 2.71 6 2.00 0.500 3.73 3 10/25/06 22:45 2.18 7 1.30 0.231 7.53 1 1/09/08 6:30 1.89 8 1.10 0.091 Computed Peaks 6.85 50.00 0.980 Flow Frequency Analysis Time Series File:f-ak-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 4.42 6 8/27/01 18:00 12.29 1 100.00 0.990 3.09 8 9/17/02 17:45 8.93 2 25.00 0.960 8.93 2 12/08/02 17:15 6.09 3 10.00 0.900 3.56 7 8/23/04 14:30 5.11 4 5.00 0.800 4.84 5 10/28/04 16:00 4.84 5 3.00 0.667 5.11 4 10/27/05 10:45 4.42 6 2.00 0.500 6.09 3 10/25/06 22:45 3.56 7 1.30 0.231 12.29 1 1/09/08 6:30 3.09 8 1.10 0.091 Computed Peaks 11.17 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-9 Basin AL Flow Frequency Analysis Time Series File:f-al.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 4.77 6 8/27/01 18:00 13.21 1 100.00 0.990 3.33 8 9/17/02 17:45 9.63 2 25.00 0.960 9.63 2 12/08/02 17:15 6.57 3 10.00 0.900 3.84 7 8/23/04 14:30 5.52 4 5.00 0.800 5.22 5 10/28/04 16:00 5.22 5 3.00 0.667 5.52 4 10/27/05 10:45 4.77 6 2.00 0.500 6.57 3 10/25/06 22:45 3.84 7 1.30 0.231 13.21 1 1/09/08 6:30 3.33 8 1.10 0.091 Computed Peaks 12.02 50.00 0.980 Flow Frequency Analysis Time Series File:f-al-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.88 6 8/27/01 18:00 5.21 1 100.00 0.990 1.31 8 9/17/02 17:45 3.79 2 25.00 0.960 3.79 2 12/08/02 17:15 2.58 3 10.00 0.900 1.51 7 8/23/04 14:30 2.17 4 5.00 0.800 2.05 5 10/28/04 16:00 2.05 5 3.00 0.667 2.17 4 10/27/05 10:45 1.88 6 2.00 0.500 2.58 3 10/25/06 22:45 1.51 7 1.30 0.231 5.21 1 1/09/08 6:30 1.31 8 1.10 0.091 Computed Peaks 4.74 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-10 Basin AN Flow Frequency Analysis Time Series File:f-an.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.47 6 8/27/01 18:00 9.83 1 100.00 0.990 2.42 8 9/17/02 17:45 7.10 2 25.00 0.960 7.10 2 12/08/02 17:15 4.79 3 10.00 0.900 2.80 7 8/23/04 14:30 4.04 4 5.00 0.800 3.82 5 10/28/04 16:00 3.82 5 3.00 0.667 4.04 4 10/27/05 10:45 3.47 6 2.00 0.500 4.79 3 10/25/06 22:45 2.80 7 1.30 0.231 9.83 1 1/09/08 6:30 2.42 8 1.10 0.091 Computed Peaks 8.92 50.00 0.980 Flow Frequency Analysis Time Series File:f-an-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 4.01 6 8/27/01 18:00 11.35 1 100.00 0.990 2.80 8 9/17/02 17:45 8.20 2 25.00 0.960 8.20 2 12/08/02 17:15 5.53 3 10.00 0.900 3.23 7 8/23/04 14:30 4.67 4 5.00 0.800 4.42 5 10/28/04 16:00 4.42 5 3.00 0.667 4.67 4 10/27/05 10:45 4.01 6 2.00 0.500 5.53 3 10/25/06 22:45 3.23 7 1.30 0.231 11.35 1 1/09/08 6:30 2.80 8 1.10 0.091 Computed Peaks 10.30 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-11 Basin AP Flow Frequency Analysis Time Series File:f-ap.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.55 6 8/27/01 18:00 3.93 1 100.00 0.990 1.09 8 9/17/02 17:45 2.97 2 25.00 0.960 2.97 2 12/08/02 17:15 2.11 3 10.00 0.900 1.25 7 8/23/04 14:30 1.75 4 5.00 0.800 1.66 5 10/28/04 16:00 1.66 5 3.00 0.667 1.75 4 10/27/05 10:45 1.55 6 2.00 0.500 2.11 3 10/25/06 22:45 1.25 7 1.30 0.231 3.93 1 1/09/08 6:30 1.09 8 1.10 0.091 Computed Peaks 3.61 50.00 0.980 Flow Frequency Analysis Time Series File:f-ap-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.32 6 8/27/01 18:00 3.33 1 100.00 0.990 0.918 8 9/17/02 17:45 2.52 2 25.00 0.960 2.52 2 12/08/02 17:15 1.79 3 10.00 0.900 1.06 7 8/23/04 14:30 1.48 4 5.00 0.800 1.40 5 10/28/04 16:00 1.40 5 3.00 0.667 1.48 4 10/27/05 10:45 1.32 6 2.00 0.500 1.79 3 10/25/06 22:45 1.06 7 1.30 0.231 3.33 1 1/09/08 6:30 0.918 8 1.10 0.091 Computed Peaks 3.06 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-12 Added Basins W & AM Flow Frequency Analysis Time Series File:f-wam.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 11.65 6 8/27/01 18:00 32.69 1 100.00 0.990 8.13 8 9/17/02 17:45 23.72 2 25.00 0.960 23.72 2 12/08/02 17:15 16.06 3 10.00 0.900 9.37 7 8/23/04 14:30 13.52 4 5.00 0.800 12.82 5 10/28/04 16:00 12.82 5 3.00 0.667 13.52 4 10/27/05 10:45 11.65 6 2.00 0.500 16.06 3 10/25/06 22:45 9.37 7 1.30 0.231 32.69 1 1/09/08 6:30 8.13 8 1.10 0.091 Computed Peaks 29.70 50.00 0.980 Flow Frequency Analysis Time Series File:f-wam-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 11.82 6 8/27/01 18:00 33.14 1 100.00 0.990 8.25 8 9/17/02 17:45 24.04 2 25.00 0.960 24.04 2 12/08/02 17:15 16.30 3 10.00 0.900 9.51 7 8/23/04 14:30 13.72 4 5.00 0.800 12.98 5 10/28/04 16:00 12.98 5 3.00 0.667 13.72 4 10/27/05 10:45 11.82 6 2.00 0.500 16.30 3 10/25/06 22:45 9.51 7 1.30 0.231 33.14 1 1/09/08 6:30 8.25 8 1.10 0.091 Computed Peaks 30.11 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-13 Added Basins AI, AJ & AK Flow Frequency Analysis Time Series File:f-aiajak.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 11.96 6 8/27/01 18:00 36.58 1 100.00 0.990 9.42 8 1/05/02 15:00 25.15 2 25.00 0.960 25.15 2 12/08/02 17:15 18.90 3 10.00 0.900 10.98 7 8/26/04 1:00 15.03 4 5.00 0.800 13.35 5 10/28/04 16:00 13.35 5 3.00 0.667 15.03 4 10/27/05 10:45 11.96 6 2.00 0.500 18.90 3 10/25/06 22:45 10.98 7 1.30 0.231 36.58 1 1/09/08 6:30 9.42 8 1.10 0.091 Computed Peaks 32.77 50.00 0.980 Flow Frequency Analysis Time Series File:f-aiajak-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 12.10 7 8/27/01 18:00 38.75 1 100.00 0.990 10.30 8 1/05/02 15:00 25.93 2 25.00 0.960 25.93 2 12/08/02 17:15 20.64 3 10.00 0.900 12.29 6 8/26/04 1:00 15.91 4 5.00 0.800 14.32 5 11/17/04 5:15 14.32 5 3.00 0.667 15.91 4 10/27/05 10:45 12.29 6 2.00 0.500 20.64 3 10/25/06 22:45 12.10 7 1.30 0.231 38.75 1 1/09/08 6:30 10.30 8 1.10 0.091 Computed Peaks 34.47 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-14 Added Basins AB, AP & AC Flow Frequency Analysis Time Series File:f-abapac.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 5.17 6 8/27/01 18:15 13.52 1 100.00 0.990 4.15 8 1/05/02 15:15 8.64 2 25.00 0.960 8.64 2 12/08/02 17:30 8.02 3 10.00 0.900 5.05 7 8/26/04 1:00 6.41 4 5.00 0.800 6.33 5 11/17/04 5:15 6.33 5 3.00 0.667 6.41 4 10/27/05 11:00 5.17 6 2.00 0.500 8.02 3 10/25/06 22:45 5.05 7 1.30 0.231 13.52 1 1/09/08 6:30 4.15 8 1.10 0.091 Computed Peaks 11.89 50.00 0.980 Flow Frequency Analysis Time Series File:f-abapac-rev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 5.03 6 8/27/01 18:15 12.90 1 100.00 0.990 4.02 8 1/05/02 15:15 8.48 2 25.00 0.960 8.48 2 12/08/02 17:30 7.70 3 10.00 0.900 4.87 7 8/26/04 1:00 6.22 4 5.00 0.800 6.14 5 11/17/04 5:15 6.14 5 3.00 0.667 6.22 4 10/27/05 11:00 5.03 6 2.00 0.500 7.70 3 10/25/06 22:45 4.87 7 1.30 0.231 12.90 1 1/09/08 6:30 4.02 8 1.10 0.091 Computed Peaks 11.43 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-15 Sub-Basin V1-1 Flow Frequency Analysis Time Series File:f-v1-1.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.36 6 8/27/01 18:00 8.73 1 100.00 0.990 2.35 8 9/17/02 17:45 6.53 2 25.00 0.960 6.53 2 12/08/02 17:15 4.59 3 10.00 0.900 2.71 7 8/23/04 14:30 3.81 4 5.00 0.800 3.61 5 10/28/04 16:00 3.61 5 3.00 0.667 3.81 4 10/27/05 10:45 3.36 6 2.00 0.500 4.59 3 10/25/06 22:45 2.71 7 1.30 0.231 8.73 1 1/09/08 6:30 2.35 8 1.10 0.091 Computed Peaks 8.00 50.00 0.980 Sub-Basin V1-2 Flow Frequency Analysis Time Series File:f-v1-2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 2.04 6 8/27/01 18:00 5.29 1 100.00 0.990 1.42 8 9/17/02 17:45 3.96 2 25.00 0.960 3.96 2 12/08/02 17:15 2.78 3 10.00 0.900 1.64 7 8/23/04 14:30 2.31 4 5.00 0.800 2.19 5 10/28/04 16:00 2.19 5 3.00 0.667 2.31 4 10/27/05 10:45 2.04 6 2.00 0.500 2.78 3 10/25/06 22:45 1.64 7 1.30 0.231 5.29 1 1/09/08 6:30 1.42 8 1.10 0.091 Computed Peaks 4.84 50.00 0.980 Sub-Basin V1-3 Flow Frequency Analysis Time Series File:f-v1-3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.73 6 8/27/01 18:00 4.48 1 100.00 0.990 1.21 8 9/17/02 17:45 3.36 2 25.00 0.960 3.36 2 12/08/02 17:15 2.36 3 10.00 0.900 1.39 7 8/23/04 14:30 1.96 4 5.00 0.800 1.86 5 10/28/04 16:00 1.86 5 3.00 0.667 1.96 4 10/27/05 10:45 1.73 6 2.00 0.500 2.36 3 10/25/06 22:45 1.39 7 1.30 0.231 4.48 1 1/09/08 6:30 1.21 8 1.10 0.091 Computed Peaks 4.11 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report B-16 Added Sub-Basin V1-2 and V1-3 Flow Frequency Analysis Time Series File:f-v1-23.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.77 6 8/27/01 18:00 9.77 1 100.00 0.990 2.63 8 9/17/02 17:45 7.32 2 25.00 0.960 7.32 2 12/08/02 17:15 5.14 3 10.00 0.900 3.04 7 8/23/04 14:30 4.26 4 5.00 0.800 4.04 5 10/28/04 16:00 4.04 5 3.00 0.667 4.26 4 10/27/05 10:45 3.77 6 2.00 0.500 5.14 3 10/25/06 22:45 3.04 7 1.30 0.231 9.77 1 1/09/08 6:30 2.63 8 1.10 0.091 Computed Peaks 8.95 50.00 0.980 City of Renton April 2010 Shattuck Avenue Diversion Modeling Report APPENDIX C – XP-SWMM MODEL OUTPUT x XP-Tables output (Nodes and Links) for each model scenario. x Output file Table E20 (Junction Flooding and Volume Listing) for each model scenario. Scenario 1A *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 59.0096 0.0000 20 0.0000 0.0000 0.0000 53.5719 0.0000 25 8.3583 0.0000 0.0000 65.7027 0.0000 30 14.3333 0.0000 0.0000 69.9442 0.0000 35 87.0029 0.0000 0.0000 84.8472 0.0000 40_E 137.9874 0.0000 0.0000 104.0579 0.0000 VAULT1(1+6 163.6965 0.0000 0.0000 2179.5783 0.0000 4+21Ex_F 160.2676 0.0000 0.0000 119.2297 0.0000 D8-14_G 378.1718 0.0000 0.0000 119.4956 0.0000 CB17(9+78) 180.7027 0.0000 0.0000 129.6076 0.0000 CB21(11+35 190.6395 0.0000 0.0000 132.1572 0.0000 CB31(14+35 150.8019 0.0000 0.0000 124.0274 0.0000 CB35(15+71 130.2108 0.0000 0.0000 130.0594 0.0000 56A 126.5566 0.0000 0.0000 107.1606 0.0000 57A 170.5758 0.0000 0.0000 107.4012 0.0000 58A 161.7176 0.0000 0.0000 102.7372 0.0000 59B_U 177.6237 121.1096 0.0000 52900.7338 60832.7299 CB40(17+97 23.0917 0.0000 0.0000 125.1976 0.0000 CB41(20+92 128.7949 0.0000 0.0000 118.9909 0.0000 VT3(25+57) 59.4375 0.0000 0.0000 1463.3489 0.0000 CB50_J 321.5030 7.3500 0.0000 323.2437 198.3884 36+60 13.3500 0.1000 15.2115 76.0369 0.0000 235_O,AO 12.0083 0.0000 0.0000 71.8290 0.0000 37+22P,Q,R 13.0167 0.0000 0.0000 76.6645 0.0000 E8-13A(17+ 134.0667 0.0000 0.0000 91.3962 0.0000 E8-13B(18+ 119.4367 0.0000 0.0000 81.5557 0.0000 F8-22(19+9 91.1683 0.0000 0.0000 73.5140 0.0000 CB-EX(22+8 83.8624 0.0000 0.0000 71.5121 0.0000 E8-11(16+2 123.5021 0.0000 0.0000 79.5992 0.0000 CB52(15+71 133.8418 0.0000 0.0000 82.7167 0.0000 45 136.1442 0.0000 0.0000 104.2625 0.0000 59A_W,AM 197.4569 77.1488 0.0000 12535.8110 13455.6800 60B 180.9478 15.0862 0.0000 659.1282 229.7980 65A 181.3308 1.3677 0.0000 161.9405 24.0479 67A 171.7535 0.0000 0.0000 103.5714 0.0000 70A 165.7880 0.0000 0.0000 103.4375 0.0000 73A 163.8519 0.0000 0.0000 104.7294 0.0000 75A_Z,AA,Y 200.8688 0.0000 0.0000 113.9451 0.0000 78A 217.1459 0.0000 0.0000 113.2794 0.0000 80A_ABACAP 250.3999 0.0000 0.0000 116.4159 0.0000 95A_AE 175.1937 0.0000 0.0000 102.6790 0.0000 100A 170.6199 0.0000 0.0000 98.9823 0.0000 110A 303.7933 0.0000 0.0000 114.2845 0.0000 115A_AF,AD 182.9402 0.0000 0.0000 90.6722 0.0000 120A 185.8667 0.0000 0.0000 87.2765 0.0000 125A 183.6674 0.0000 0.0000 86.3777 0.0000 130A 180.0023 0.0000 0.0000 81.0801 0.0000 135A_AH 183.4783 96.6015 0.0000 3390.2160 3774.9125 140A 184.6917 140.4440 0.0000 6064.7202 7294.8977 145A 183.1644 90.8111 0.0000 3809.3906 4390.2285 150AAIAJAK 179.7242 97.1823 0.0000 8802.0390 9859.5662 105A 205.7487 0.0000 0.0000 100.3487 0.0000 60A_X 194.8486 61.4647 -2.8337 3550.2128 5162.1651 79A 214.0061 0.0000 0.0000 112.6926 0.0000 136A 185.3331 106.8925 0.0000 4470.7832 4509.6543 137A 183.6333 139.8427 0.0000 5912.2405 6503.8985 138A 186.5588 141.8333 0.0000 5937.4422 6967.8005 32+23Ex 17.5500 2.5167 202.3547 67.9821 0.0000 32+17Ex 17.7083 0.0000 0.0000 68.2898 0.0000 32+10Ex 17.8667 6.4250 0.0000 353.9689 295.3709 10 0.0000 0.0000 0.0000 49.1255 0.0000 5 0.0000 0.0000 0.0000 46.8150 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 35.1588 0.0000 Outfall 0.0000 0.0000 0.0000 33.9379 0.0000 36+10Ex_N 13.0583 0.0000 0.0000 53.0149 0.0000 26+48Ex 20.2250 9.0333 0.0000 150.1419 111.8624 35+21 14.5500 0.3583 81.1616 71.3120 0.0000 CB5(4+67) 159.6745 0.0000 0.0000 120.5950 0.0000 VAULT2(6+4 161.1370 0.0000 0.0000 1741.7119 0.0000 CB51(26+48 20.9917 8.9583 0.0000 241.8571 119.8390 EXCB(31+05 20.6333 0.0000 0.0000 75.3565 0.0000 CB54(29+23 94.6993 11.0583 0.0000 823.5749 732.7960 CB52(28+16 150.9056 11.2667 0.0000 967.9527 925.8501 EXCB(31+02 20.9667 0.0000 0.0000 55.2987 0.0000 CB42(21+04 93.7750 0.0000 0.0000 72.8733 0.0000 CB45(23+63 96.6750 0.0000 0.0000 72.2649 0.0000 CB46(24+14 83.1026 2.1500 0.0000 103.3389 22.1281 Tmp Out_V1 2622.8933 0.0000 0.0000 6428.8883 0.0000 Mdpoint 101.0834 84.9612 0.0000 64.7247 93.4164 SH20 347.4219 63.5687 2448.1715 69.7413 0.0000 SH15 380.0951 0.0000 0.0000 80.4931 0.0000 SH10_KM 293.8715 37.2250 2459.2963 68.8617 0.0000 MH2385 136.3294 0.1583 3.0249 77.9092 0.0000 SH50_AN 277.6345 0.0000 0.0000 133.4577 0.0000 Node157 302.4613 0.0000 0.0000 83.3491 0.0000 SH75_AL 346.0971 3.9333 41.1006 109.3242 0.0000 SH70_AG 357.9916 128.0154 8529.0296 105.5544 0.0000 SH65 375.8095 0.0000 0.0000 107.9221 0.0000 SH60_V2 378.3744 223.6171 40597.3969 100.0254 0.0000 SH45 239.8989 0.0000 0.0000 78.2659 0.0000 SH40 255.9504 0.0000 0.0000 74.9457 0.0000 SH25_L 363.0168 75.7064 17500.9088 73.1341 0.0000 Scenario 1B *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 39.0688 0.0000 20 0.0000 0.0000 0.0000 31.8074 0.0000 25 0.0000 0.0000 0.0000 40.9077 0.0000 30 0.0000 0.0000 0.0000 43.2774 0.0000 35 0.0000 0.0000 0.0000 49.1145 0.0000 40_E 0.0000 0.0000 0.0000 52.8232 0.0000 VAULT1(1+6 0.0000 0.0000 0.0000 1179.8349 0.0000 4+21Ex_F 6.1250 0.0000 0.0000 64.3926 0.0000 D8-14_G 95.6065 0.0000 0.0000 63.8702 0.0000 CB17(9+78) 15.1750 0.0000 0.0000 68.6263 0.0000 CB21(11+35 17.7833 0.0000 0.0000 70.9743 0.0000 CB31(14+35 0.0000 0.0000 0.0000 61.5161 0.0000 CB35(15+71 0.0000 0.0000 0.0000 67.2954 0.0000 56A 0.0000 0.0000 0.0000 55.9557 0.0000 57A 22.0417 0.0000 0.0000 62.0293 0.0000 58A 23.8250 0.0000 0.0000 72.0304 0.0000 59B_U 58.9581 21.4250 0.0000 6326.8072 6699.5531 CB40(17+97 0.0000 0.0000 0.0000 62.8308 0.0000 CB41(20+92 0.0000 0.0000 0.0000 56.9830 0.0000 VT3(25+57) 0.0000 0.0000 0.0000 884.2701 0.0000 CB50_J 46.6897 0.0000 0.0000 65.6698 0.0000 36+60 0.0000 0.0000 0.0000 28.2673 0.0000 235_O,AO 0.0000 0.0000 0.0000 21.6292 0.0000 37+22P,Q,R 0.0000 0.0000 0.0000 28.0122 0.0000 E8-13A(17+ 0.0000 0.0000 0.0000 28.6203 0.0000 E8-13B(18+ 0.0000 0.0000 0.0000 17.8875 0.0000 F8-22(19+9 0.0000 0.0000 0.0000 9.5599 0.0000 CB-EX(22+8 0.0000 0.0000 0.0000 9.1191 0.0000 E8-11(16+2 0.0000 0.0000 0.0000 16.4476 0.0000 CB52(15+71 0.0000 0.0000 0.0000 19.8018 0.0000 45 0.0000 0.0000 0.0000 52.0075 0.0000 59A_W,AM 95.7877 0.0000 0.0000 87.1601 0.0000 60B 83.1960 0.0000 0.0000 88.1990 0.0000 65A 87.1503 0.0000 0.0000 87.0109 0.0000 67A 75.6712 0.0000 0.0000 87.4707 0.0000 70A 68.3633 0.0000 0.0000 86.9312 0.0000 73A 64.3026 0.0000 0.0000 88.0683 0.0000 75A_Z,AA,Y 148.9147 0.0000 0.0000 95.7103 0.0000 78A 157.5094 0.0000 0.0000 97.9737 0.0000 80A_ABACAP 172.4130 0.0000 0.0000 104.2432 0.0000 95A_AE 103.4343 0.0000 0.0000 92.2427 0.0000 100A 94.7555 0.0000 0.0000 89.5374 0.0000 110A 277.1518 0.0000 0.0000 112.4643 0.0000 115A_AF,AD 122.9681 0.0000 0.0000 89.4694 0.0000 120A 139.9399 0.0000 0.0000 86.5584 0.0000 125A 130.3986 0.0000 0.0000 85.9027 0.0000 130A 118.5000 0.0000 0.0000 79.6509 0.0000 135A_AH 145.0411 38.7762 0.0000 2337.0753 2261.5028 140A 153.2000 89.7362 0.0000 5229.0376 6000.0428 145A 151.7615 75.6034 0.0000 3582.2234 4075.3452 150AAIAJAK 129.6053 82.8963 0.0000 8650.0705 9634.5076 105A 173.0410 0.0000 0.0000 95.3801 0.0000 60A_X 100.1816 0.0000 0.0000 87.7279 0.0000 79A 158.4829 0.0000 0.0000 99.9108 0.0000 136A 152.9614 73.1733 0.0000 2747.6450 2869.9170 137A 151.3488 88.0514 0.0000 3789.5847 3790.8915 138A 154.7901 89.6801 0.0000 4376.0744 4697.2863 32+23Ex 0.0000 0.0000 0.0000 26.0227 0.0000 32+17Ex 0.0000 0.0000 0.0000 26.1367 0.0000 32+10Ex 0.0000 0.0000 0.0000 25.8700 0.0000 10 0.0000 0.0000 0.0000 36.0615 0.0000 5 0.0000 0.0000 0.0000 36.7801 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 38.3204 0.0000 Outfall 0.0000 0.0000 0.0000 37.0587 0.0000 36+10Ex_N 0.0000 0.0000 0.0000 11.8526 0.0000 26+48Ex 0.0000 0.0000 0.0000 0.6576 0.0000 35+21 0.0000 0.0000 0.0000 28.0263 0.0000 CB5(4+67) 0.0000 0.0000 0.0000 58.4976 0.0000 VAULT2(6+4 0.0000 0.0000 0.0000 1021.8344 0.0000 CB51(26+48 0.0000 0.0000 0.0000 67.9618 0.0000 EXCB(31+05 0.0000 0.0000 0.0000 21.7913 0.0000 CB54(29+23 2.8417 0.0000 0.0000 38.7693 0.0000 CB52(28+16 15.6667 0.0000 0.0000 52.5302 0.0000 EXCB(31+02 0.0000 0.0000 0.0000 1.6947 0.0000 CB42(21+04 0.0000 0.0000 0.0000 9.3799 0.0000 CB45(23+63 0.0000 0.0000 0.0000 9.9397 0.0000 CB46(24+14 0.0000 0.0000 0.0000 8.5723 0.0000 Tmp Out_V1 2622.7770 0.0000 0.0000 6428.8580 0.0000 Mdpoint 21.6250 19.8583 0.0000 44.5915 26.9158 SH20 342.7314 21.0771 287.9303 69.7413 0.0000 SH15 378.3618 0.0000 0.0000 80.4231 0.0000 SH10_KM 283.2055 3.0780 27.4225 68.8617 0.0000 MH2385 0.0000 0.0000 0.0000 16.9887 0.0000 SH50_AN 275.6498 0.0000 0.0000 133.4577 0.0000 Node157 301.3395 0.0000 0.0000 83.3490 0.0000 SH75_AL 346.0319 3.9333 41.1006 109.3242 0.0000 SH70_AG 357.9642 128.0325 8529.0126 105.5544 0.0000 SH65 375.7863 0.0000 0.0000 107.9221 0.0000 SH60_V2 378.3512 222.6376 40307.1311 100.0254 0.0000 SH45 236.2538 0.0000 0.0000 78.2658 0.0000 SH40 251.9396 0.0000 0.0000 74.9456 0.0000 SH25_L 359.2538 69.2287 16731.5956 73.1341 0.0000 Scenario 2A *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 59.2674 0.0000 20 0.0000 0.0000 0.0000 54.0582 0.0000 25 11.1000 0.0000 0.0000 66.1489 0.0000 30 21.8833 0.0000 0.0000 70.0768 0.0000 35 95.6939 0.0000 0.0000 87.9796 0.0000 40_E 132.5148 0.0000 0.0000 105.8503 0.0000 VAULT1(1+6 162.1727 0.0000 0.0000 2176.6052 0.0000 4+21Ex_F 154.5079 0.0000 0.0000 120.1611 0.0000 D8-14_G 380.1412 0.0000 0.0000 120.3752 0.0000 CB17(9+78) 187.6817 0.0000 0.0000 134.2881 0.0000 CB21(11+35 212.5470 0.0000 0.0000 138.1135 0.0000 CB31(14+35 148.6519 0.0000 0.0000 130.8070 0.0000 CB35(15+71 129.7656 0.0000 0.0000 136.9264 0.0000 56A 121.4412 0.0000 0.0000 109.0988 0.0000 57A 168.8307 0.0000 0.0000 109.5263 0.0000 58A 148.1601 0.0000 0.0000 104.4434 0.0000 59B_U 170.4154 111.2460 0.0000 58906.8119 63671.6742 CB40(17+97 41.3667 0.0000 0.0000 131.3392 0.0000 CB41(20+92 129.5018 0.0000 0.0000 125.7385 0.0000 VT3(25+57) 88.0731 0.0000 0.0000 1472.3263 0.0000 CB50_J 346.7256 23.2500 0.0000 2004.7899 1941.1984 36+60 24.7096 0.3333 227.8330 76.0394 0.0000 235_O,AO 23.6607 0.0000 0.0000 90.1096 0.0000 37+22P,Q,R 24.3323 0.0500 30.1027 89.1231 0.0000 E8-13A(17+ 134.2196 0.0000 0.0000 97.3767 0.0000 E8-13B(18+ 121.8378 0.0000 0.0000 95.6116 0.0000 F8-22(19+9 102.8521 0.0000 0.0000 90.7089 0.0000 CB-EX(22+8 99.0522 0.0000 0.0000 78.3878 0.0000 E8-11(16+2 124.4850 0.0000 0.0000 86.6776 0.0000 CB52(15+71 132.8150 0.0000 0.0000 89.7225 0.0000 45 130.5688 0.0000 0.0000 105.9019 0.0000 59A_W,AM 187.5031 75.3467 0.0000 13761.8349 14993.4369 60B 174.5963 21.6902 0.0000 412.4630 368.2960 65A 175.3009 0.2394 0.0000 103.1081 0.3753 67A 165.8800 0.0000 0.0000 103.8293 0.0000 70A 156.9645 0.0000 0.0000 103.7055 0.0000 73A 155.0437 0.0000 0.0000 105.0061 0.0000 75A_Z,AA,Y 192.7610 0.0000 0.0000 114.2251 0.0000 78A 200.3417 0.0000 0.0000 113.5556 0.0000 80A_ABACAP 234.6850 0.0000 0.0000 116.6804 0.0000 95A_AE 169.1062 0.0000 0.0000 102.9336 0.0000 100A 163.7725 0.0000 0.0000 99.2246 0.0000 110A 302.5746 0.0000 0.0000 114.3887 0.0000 115A_AF,AD 180.7414 0.0000 0.0000 90.8009 0.0000 120A 184.2888 0.0000 0.0000 87.3626 0.0000 125A 182.0373 0.0000 0.0000 86.4305 0.0000 130A 176.7197 0.0000 0.0000 81.0609 0.0000 135A_AH 181.7049 95.4750 0.0000 3416.2406 3791.6686 140A 182.9399 136.6887 0.0000 6050.3458 7199.7134 145A 181.3649 89.4616 0.0000 3793.5153 4337.8704 150AAIAJAK 177.7100 95.2361 0.0000 8772.0752 9742.8095 105A 204.6876 0.0000 0.0000 100.3352 0.0000 60A_X 185.3722 60.8678 -3.7732 3915.9449 4681.5950 79A 199.6651 0.0000 0.0000 112.9594 0.0000 136A 183.6229 105.8148 0.0000 4488.6607 4536.3349 137A 181.8377 136.7248 0.0000 5923.8415 6412.9760 138A 184.8206 137.9745 0.0000 5940.3421 6848.5286 32+23Ex 32.1264 5.8417 751.6339 67.9821 0.0000 32+17Ex 33.7675 0.0000 0.0000 68.6200 0.0000 32+10Ex 34.6693 10.0333 0.0000 371.2078 383.3897 10 0.0000 0.0000 0.0000 49.2788 0.0000 5 0.0000 0.0000 0.0000 46.9400 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 35.2498 0.0000 Outfall 0.0000 0.0000 0.0000 34.0278 0.0000 36+10Ex_N 24.1548 0.1667 17.1007 61.4477 0.0000 26+48Ex 39.1167 23.6917 0.0000 1615.3285 1856.8617 35+21 25.3852 0.7417 240.7969 71.3095 0.0000 CB5(4+67) 158.3756 0.0000 0.0000 120.9271 0.0000 VAULT2(6+4 160.5742 0.0000 0.0000 1742.6105 0.0000 CB51(26+48 40.2783 23.5583 0.0000 1720.4786 1710.8199 EXCB(31+05 40.2167 0.1667 0.0000 94.9422 9.6948 CB54(29+23 104.7156 23.0452 0.0000 1540.1036 1577.6171 CB52(28+16 151.7676 23.8357 0.0000 2042.3151 2187.4361 EXCB(31+02 40.5333 0.0000 0.0000 57.0960 0.0000 CB42(21+04 104.6843 0.1583 0.0000 96.2129 3.6264 CB45(23+63 106.0750 15.2500 0.0000 531.6856 492.6143 CB46(24+14 98.7374 22.7417 0.0000 2148.2504 2304.4579 Tmp Out_V1 2880.0000 0.0000 0.0000 688.6891 0.0000 Mdpoint 30.7665 25.5549 0.0000 78.2150 711.6996 SH50_AN 49.1273 0.0000 0.0000 130.2074 0.0000 SH75_AL 345.9232 3.9333 41.1006 109.3242 0.0000 SH70_AG 357.8805 127.9735 8528.7254 105.5544 0.0000 SH65 375.7863 0.0000 0.0000 107.9044 0.0000 SH60_V2 378.3512 198.3939 30704.8945 100.0254 0.0000 CB7 57.3750 0.0000 0.0000 125.3134 0.0000 CB6 86.3572 0.0000 0.0000 128.1924 0.0000 CB5 105.4407 0.0000 0.0000 125.5600 0.0000 CB4_L 116.9670 0.0000 0.0000 122.4771 0.0000 CB3 131.4338 0.1167 0.0000 134.8714 15.3881 CB2_KM 153.9885 10.8500 0.0000 637.8475 172.8331 Scenario 2B *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 40.4627 0.0000 20 0.0000 0.0000 0.0000 33.3282 0.0000 25 0.0000 0.0000 0.0000 42.5542 0.0000 30 0.0000 0.0000 0.0000 45.0181 0.0000 35 0.0000 0.0000 0.0000 51.2057 0.0000 40_E 0.0000 0.0000 0.0000 55.4059 0.0000 VAULT1(1+6 0.0000 0.0000 0.0000 1229.8195 0.0000 4+21Ex_F 12.9075 0.0000 0.0000 67.9640 0.0000 D8-14_G 97.3698 0.0000 0.0000 67.7154 0.0000 CB17(9+78) 21.3548 0.0000 0.0000 76.7161 0.0000 CB21(11+35 24.8437 0.0000 0.0000 79.7317 0.0000 CB31(14+35 14.7092 0.0000 0.0000 71.7435 0.0000 CB35(15+71 8.7583 0.0000 0.0000 77.9575 0.0000 56A 0.0000 0.0000 0.0000 59.2868 0.0000 57A 21.3085 0.0000 0.0000 65.1713 0.0000 58A 22.0240 0.0000 0.0000 73.5188 0.0000 59B_U 32.3546 20.1795 0.0000 6413.7515 6710.4984 CB40(17+97 0.0000 0.0000 0.0000 74.0496 0.0000 CB41(20+92 11.0463 0.0000 0.0000 68.8071 0.0000 VT3(25+57) 0.0000 0.0000 0.0000 1031.4023 0.0000 CB50_J 95.0810 0.0000 0.0000 77.3245 0.0000 36+60 0.0000 0.0000 0.0000 28.2711 0.0000 235_O,AO 0.0000 0.0000 0.0000 21.6284 0.0000 37+22P,Q,R 0.0000 0.0000 0.0000 28.0184 0.0000 E8-13A(17+ 11.0167 0.0000 0.0000 40.4167 0.0000 E8-13B(18+ 7.0000 0.0000 0.0000 30.1096 0.0000 F8-22(19+9 0.0000 0.0000 0.0000 22.0196 0.0000 CB-EX(22+8 0.0000 0.0000 0.0000 21.7135 0.0000 E8-11(16+2 6.6833 0.0000 0.0000 27.4596 0.0000 CB52(15+71 10.3708 0.0000 0.0000 30.5373 0.0000 45 0.0000 0.0000 0.0000 54.6374 0.0000 59A_W,AM 51.3664 0.0000 0.0000 87.2565 0.0000 60B 46.9967 0.0000 0.0000 88.2574 0.0000 65A 51.5074 0.0000 0.0000 87.0522 0.0000 67A 48.2357 0.0000 0.0000 87.5010 0.0000 70A 45.2070 0.0000 0.0000 86.7058 0.0000 73A 43.4897 0.0000 0.0000 87.8453 0.0000 75A_Z,AA,Y 111.5798 0.0000 0.0000 95.4776 0.0000 78A 134.2398 0.0000 0.0000 97.7421 0.0000 80A_ABACAP 165.5333 0.0000 0.0000 104.0064 0.0000 95A_AE 91.9135 0.0000 0.0000 91.9604 0.0000 100A 83.9070 0.0000 0.0000 89.2424 0.0000 110A 275.6026 0.0000 0.0000 112.2343 0.0000 115A_AF,AD 119.4702 0.0000 0.0000 89.7320 0.0000 120A 138.4244 0.0000 0.0000 88.0194 0.0000 125A 127.5404 0.0000 0.0000 87.3414 0.0000 130A 115.6003 0.0000 0.0000 80.7793 0.0000 135A_AH 144.9107 34.4204 0.0000 2260.4391 2191.1952 140A 150.3765 88.1493 0.0000 5155.8427 5846.4694 145A 148.9853 73.8322 0.0000 3559.8954 4007.6128 150AAIAJAK 127.2325 82.7934 0.0000 8623.2413 9632.4304 105A 170.6374 0.0000 0.0000 95.0681 0.0000 60A_X 68.2833 0.0000 0.0000 87.7976 0.0000 79A 149.4096 0.0000 0.0000 99.6673 0.0000 136A 149.9746 70.1108 0.0000 2672.1207 2787.3450 137A 148.4214 86.2554 0.0000 3693.6452 3700.4927 138A 151.9473 88.0797 0.0000 4278.2513 4621.7887 32+23Ex 0.0000 0.0000 0.0000 26.0233 0.0000 32+17Ex 0.0000 0.0000 0.0000 26.1375 0.0000 32+10Ex 0.0000 0.0000 0.0000 25.8705 0.0000 10 0.0000 0.0000 0.0000 37.3425 0.0000 5 0.0000 0.0000 0.0000 38.0193 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 39.3147 0.0000 Outfall 0.0000 0.0000 0.0000 38.0455 0.0000 36+10Ex_N 0.0000 0.0000 0.0000 11.8526 0.0000 26+48Ex 0.0000 0.0000 0.0000 4.0994 0.0000 35+21 0.0000 0.0000 0.0000 28.0243 0.0000 CB5(4+67) 0.0000 0.0000 0.0000 63.2645 0.0000 VAULT2(6+4 10.8601 0.0000 0.0000 1096.5430 0.0000 CB51(26+48 0.0000 0.0000 0.0000 79.0559 0.0000 EXCB(31+05 0.0000 0.0000 0.0000 27.8068 0.0000 CB54(29+23 13.0083 0.0000 0.0000 47.2860 0.0000 CB52(28+16 24.6369 0.0000 0.0000 61.9062 0.0000 EXCB(31+02 0.0000 0.0000 0.0000 7.7228 0.0000 CB42(21+04 0.0000 0.0000 0.0000 21.8755 0.0000 CB45(23+63 0.0000 0.0000 0.0000 23.0012 0.0000 CB46(24+14 0.0000 0.0000 0.0000 21.7840 0.0000 Tmp Out_V1 2880.0000 0.0000 0.0000 688.6891 0.0000 Mdpoint 8.1250 4.4833 0.0000 45.8044 27.4287 SH50_AN 0.0000 0.0000 0.0000 33.6397 0.0000 SH75_AL 294.4633 3.9333 41.1006 109.3242 0.0000 SH70_AG 305.5155 123.3896 8494.8066 105.5544 0.0000 SH65 344.8257 0.0000 0.0000 108.0430 0.0000 SH60_V2 342.1411 137.5295 22678.2417 100.0254 0.0000 CB7 0.0000 0.0000 0.0000 37.8460 0.0000 CB6 0.0000 0.0000 0.0000 43.7343 0.0000 CB5 1.3250 0.0000 0.0000 50.4132 0.0000 CB4_L 9.7750 0.0000 0.0000 54.9404 0.0000 CB3 14.5651 0.0000 0.0000 60.0937 0.0000 CB2_KM 20.5667 0.0000 0.0000 65.8823 0.0000 Scenario 3A *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 59.1425 0.0000 20 0.0000 0.0000 0.0000 53.8007 0.0000 25 11.3417 0.0000 0.0000 65.9744 0.0000 30 22.9917 0.0000 0.0000 70.2352 0.0000 35 97.1556 0.0000 0.0000 85.9313 0.0000 40_E 132.9929 0.0000 0.0000 104.7656 0.0000 VAULT1(1+6 162.9378 0.0000 0.0000 2170.5788 0.0000 4+21Ex_F 155.5009 0.0000 0.0000 120.1490 0.0000 D8-14_G 380.5067 0.0000 0.0000 120.4275 0.0000 CB17(9+78) 190.0339 0.0000 0.0000 137.0542 0.0000 CB21(11+35 217.5416 0.0000 0.0000 140.2301 0.0000 CB31(14+35 150.2973 0.0000 0.0000 131.2860 0.0000 CB35(15+71 131.3973 0.0000 0.0000 136.6323 0.0000 56A 121.9023 0.0000 0.0000 109.0477 0.0000 57A 169.6258 0.0000 0.0000 109.3973 0.0000 58A 146.3620 0.0000 0.0000 104.1444 0.0000 59B_U 169.9440 110.2699 0.0000 56555.2118 60568.7460 CB40(17+97 43.2850 0.0000 0.0000 132.1785 0.0000 CB41(20+92 131.1268 0.0000 0.0000 127.5829 0.0000 VT3(25+57) 90.9908 0.0000 0.0000 1474.2610 0.0000 CB50_J 350.1594 29.5380 0.0000 2931.9878 2984.8781 36+60 33.2042 0.4583 265.4073 76.0369 0.0000 235_O,AO 31.8857 0.0000 0.0000 88.0894 0.0000 37+22P,Q,R 32.9321 0.0333 11.8383 89.1181 0.0000 E8-13A(17+ 135.2734 0.0000 0.0000 98.4079 0.0000 E8-13B(18+ 122.9629 0.0000 0.0000 88.6935 0.0000 F8-22(19+9 104.1855 0.0000 0.0000 86.3121 0.0000 CB-EX(22+8 100.8910 0.0000 0.0000 78.4127 0.0203 E8-11(16+2 125.4545 0.0000 0.0000 87.3305 0.0000 CB52(15+71 134.3168 0.0000 0.0000 89.2915 0.0000 45 131.8728 0.0000 0.0000 104.8510 0.0000 59A_W,AM 186.6170 76.6689 0.0000 13058.8844 14209.1225 60B 173.3962 23.2782 0.0000 342.7082 285.2539 65A 174.2639 4.7729 0.0000 183.8995 47.5855 67A 164.7779 0.0000 0.0000 103.8711 0.0000 70A 156.4027 0.0000 0.0000 103.7522 0.0000 73A 154.1301 0.0000 0.0000 105.0544 0.0000 75A_Z,AA,Y 192.7558 0.0000 0.0000 114.2766 0.0000 78A 200.1475 0.0000 0.0000 113.5978 0.0000 80A_ABACAP 230.2873 0.0000 0.0000 116.7088 0.0000 95A_AE 168.8324 0.0000 0.0000 102.9504 0.0000 100A 162.9997 0.0000 0.0000 99.2349 0.0000 110A 302.7124 0.0000 0.0000 114.3160 0.0000 115A_AF,AD 180.5958 0.0000 0.0000 90.7489 0.0000 120A 184.3523 0.0000 0.0000 87.3129 0.0000 125A 181.7658 0.0000 0.0000 86.3826 0.0000 130A 176.6039 0.0000 0.0000 80.9782 0.0000 135A_AH 181.7668 95.6061 0.0000 3406.2459 3769.9518 140A 183.0326 136.1224 0.0000 6008.8130 7130.2971 145A 181.3008 89.5727 0.0000 3774.6436 4337.7175 150AAIAJAK 177.5036 95.3043 0.0000 8755.5287 9728.3832 105A 204.7826 0.0000 0.0000 100.3203 0.0000 60A_X 185.6836 61.3569 -3.7718 3595.3193 4489.5362 79A 199.2514 0.0000 0.0000 112.9904 0.0000 136A 183.6586 105.6992 0.0000 4468.0148 4507.6579 137A 181.9384 133.7995 0.0000 5891.8339 6392.7447 138A 184.8697 137.0336 0.0000 5900.2700 6821.9450 32+23Ex 37.0330 9.3583 1976.5090 67.9821 0.0000 32+17Ex 37.3244 0.0000 0.0000 69.4063 0.0000 32+10Ex 37.6944 13.7833 0.0000 438.6667 483.4008 10 0.0000 0.0000 0.0000 49.2671 0.0000 5 0.0000 0.0000 0.0000 46.8836 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 35.1843 0.0000 Outfall 0.0000 0.0000 0.0000 33.9644 0.0000 36+10Ex_N 32.2583 0.2333 29.8139 61.4477 0.0000 26+48Ex 40.9825 31.3812 0.0000 2499.0660 2835.7883 35+21 34.0542 0.8083 285.6967 71.3120 0.0000 CB5(4+67) 159.1774 0.0000 0.0000 123.3945 0.0000 VAULT2(6+4 161.5616 0.0000 0.0000 1745.0488 0.0000 CB51(26+48 42.0217 31.3261 0.0000 2608.4962 3985.0729 EXCB(31+05 41.6267 12.4833 0.0000 322.2213 344.6923 CB54(29+23 105.9731 31.7125 0.0000 2473.5699 5070.7352 CB52(28+16 154.6992 26.7465 0.0000 1504.4145 1851.5911 EXCB(31+02 41.9233 0.0000 0.0000 58.7768 0.0000 CB42(21+04 105.7950 0.0000 0.0000 87.0714 0.0000 CB45(23+63 107.6843 18.6333 0.0000 987.7760 951.9451 CB46(24+14 100.6323 27.5083 0.0000 2772.4787 2913.1526 LP_V1-23 2880.0000 0.0000 0.0000 510.6567 0.0000 Mdpoint 13.0661 4.7414 0.0000 77.1905 590.8513 SH50_AN 51.2622 0.0000 0.0000 132.8579 0.0000 SH75_AL 345.9879 3.9333 41.1006 109.3242 0.0000 SH70_AG 357.8795 127.9765 8528.7618 105.5544 0.0000 SH65 375.7863 0.0000 0.0000 107.9055 0.0000 SH60_V2 378.3512 202.8935 31126.9206 100.0254 0.0000 CB7 61.7804 0.0167 4.0960 129.6811 0.0000 CB6 89.6454 0.0000 0.0000 131.6014 0.0000 CB5 107.1183 0.0000 0.0000 130.9095 0.0000 CB4_L 118.4774 0.0000 0.0000 122.8107 0.0000 CB3 133.3866 0.4583 0.0000 167.6349 36.8102 CB2_KM 156.5997 16.6000 0.0000 1061.9942 1436.0518 RA_V1-1 39.0167 20.2667 0.0000 139.5471 250.7114 Scenario 3B *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 40.9778 0.0000 20 0.0000 0.0000 0.0000 33.8807 0.0000 25 0.0000 0.0000 0.0000 43.1471 0.0000 30 0.0000 0.0000 0.0000 45.6227 0.0000 35 0.0000 0.0000 0.0000 51.9212 0.0000 40_E 0.0000 0.0000 0.0000 56.2954 0.0000 VAULT1(1+6 0.0000 0.0000 0.0000 1244.3082 0.0000 4+21Ex_F 11.2500 0.0000 0.0000 69.3768 0.0000 D8-14_G 92.9506 0.0000 0.0000 69.1841 0.0000 CB17(9+78) 21.5634 0.0000 0.0000 79.0522 0.0000 CB21(11+35 24.7083 0.0000 0.0000 82.3085 0.0000 CB31(14+35 15.0865 0.0000 0.0000 74.9412 0.0000 CB35(15+71 10.3333 0.0000 0.0000 81.2781 0.0000 56A 0.0000 0.0000 0.0000 60.7321 0.0000 57A 19.2679 0.0000 0.0000 67.1234 0.0000 58A 19.6923 0.0000 0.0000 76.3411 0.0000 59B_U 29.7209 13.5000 0.0000 90.0486 54.1996 CB40(17+97 0.0000 0.0000 0.0000 77.6555 0.0000 CB41(20+92 12.4619 0.0000 0.0000 72.8319 0.0000 VT3(25+57) 0.0000 0.0000 0.0000 1085.3713 0.0000 CB50_J 104.0318 0.0000 0.0000 81.6282 0.0000 36+60 0.0000 0.0000 0.0000 28.2712 0.0000 235_O,AO 0.0000 0.0000 0.0000 21.6284 0.0000 37+22P,Q,R 0.0000 0.0000 0.0000 28.0183 0.0000 E8-13A(17+ 12.2090 0.0000 0.0000 43.8563 0.0000 E8-13B(18+ 9.7750 0.0000 0.0000 33.7440 0.0000 F8-22(19+9 0.0000 0.0000 0.0000 26.1771 0.0000 CB-EX(22+8 0.0000 0.0000 0.0000 26.4043 0.0000 E8-11(16+2 9.1810 0.0000 0.0000 30.7981 0.0000 CB52(15+71 11.5935 0.0000 0.0000 33.8681 0.0000 45 0.0000 0.0000 0.0000 55.5333 0.0000 59A_W,AM 48.2603 10.1083 0.0000 1182.5110 1179.3608 60B 44.2022 0.0000 0.0000 92.8453 0.0000 65A 48.9313 0.0000 0.0000 91.6179 0.0000 67A 45.6798 0.0000 0.0000 92.0153 0.0000 70A 43.7272 0.0000 0.0000 91.4624 0.0000 73A 41.3172 0.0000 0.0000 92.5486 0.0000 75A_Z,AA,Y 109.0558 0.0000 0.0000 99.7562 0.0000 78A 126.9532 0.0000 0.0000 101.7403 0.0000 80A_ABACAP 163.7255 0.0000 0.0000 107.8097 0.0000 95A_AE 89.0201 0.0000 0.0000 95.5852 0.0000 100A 80.7676 0.0000 0.0000 92.6322 0.0000 110A 274.8248 0.0000 0.0000 113.3989 0.0000 115A_AF,AD 117.9185 0.0000 0.0000 90.0614 0.0000 120A 137.3755 0.0000 0.0000 87.8700 0.0000 125A 126.1888 0.0000 0.0000 87.1860 0.0000 130A 113.8541 0.0000 0.0000 80.6796 0.0000 135A_AH 144.3539 32.9923 0.0000 2341.4847 2270.6133 140A 149.1288 87.3449 0.0000 5104.8824 5763.6647 145A 147.7911 72.7691 0.0000 3561.7955 4017.8519 150AAIAJAK 125.9827 80.7167 0.0000 8630.6982 9603.6339 105A 169.5930 0.0000 0.0000 97.6920 0.0000 60A_X 55.9350 0.0000 0.0000 92.3922 0.0000 79A 134.1850 0.0000 0.0000 103.5136 0.0000 136A 148.7181 68.9966 0.0000 2648.8362 2761.8357 137A 147.1073 85.2442 0.0000 3591.5463 3592.0320 138A 150.8173 87.2453 0.0000 4195.4180 4536.1391 32+23Ex 0.0000 0.0000 0.0000 26.0235 0.0000 32+17Ex 0.0000 0.0000 0.0000 26.1375 0.0000 32+10Ex 0.0000 0.0000 0.0000 25.8705 0.0000 10 0.0000 0.0000 0.0000 37.8617 0.0000 5 0.0000 0.0000 0.0000 38.5425 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 39.7875 0.0000 Outfall 0.0000 0.0000 0.0000 38.5158 0.0000 36+10Ex_N 0.0000 0.0000 0.0000 11.8527 0.0000 26+48Ex 0.0000 0.0000 0.0000 8.2505 0.0000 35+21 0.0000 0.0000 0.0000 28.0242 0.0000 CB5(4+67) 4.1750 0.0000 0.0000 64.6917 0.0000 VAULT2(6+4 10.2762 0.0000 0.0000 1117.2590 0.0000 CB51(26+48 0.0000 0.0000 0.0000 83.2320 0.0000 EXCB(31+05 0.0000 0.0000 0.0000 30.3759 0.0000 CB54(29+23 14.3250 0.0000 0.0000 50.5133 0.0000 CB52(28+16 25.0813 0.0000 0.0000 65.5143 0.0000 EXCB(31+02 0.0000 0.0000 0.0000 10.2578 0.0000 CB42(21+04 3.0750 0.0000 0.0000 26.2054 0.0000 CB45(23+63 6.1500 0.0000 0.0000 27.6720 0.0000 CB46(24+14 0.0000 0.0000 0.0000 26.6240 0.0000 LP_V1-23 2880.0000 0.0000 0.0000 510.1144 0.0000 Mdpoint 0.0000 0.0000 0.0000 17.9150 0.0000 SH50_AN 0.0000 0.0000 0.0000 51.2445 0.0000 SH75_AL 345.9677 3.9333 41.1005 109.3242 0.0000 SH70_AG 357.9234 127.9614 8528.5590 105.5544 0.0000 SH65 375.7863 0.0000 0.0000 107.9055 0.0000 SH60_V2 378.3512 176.9588 28440.8523 100.0254 0.0000 CB7 0.0000 0.0000 0.0000 43.9649 0.0000 CB6 0.0000 0.0000 0.0000 49.6843 0.0000 CB5 8.6310 0.0000 0.0000 56.2452 0.0000 CB4_L 12.1821 0.0000 0.0000 60.5714 0.0000 CB3 16.4917 0.0000 0.0000 65.4592 0.0000 CB2_KM 21.2368 0.0000 0.0000 70.9678 0.0000 RA_V1-1 0.0000 0.0000 0.0000 13.2865 0.0000 Scenario 4A *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 59.0267 0.0000 20 0.0000 0.0000 0.0000 53.8128 0.0000 25 11.1417 0.0000 0.0000 66.0328 0.0000 30 22.5250 0.0000 0.0000 70.2480 0.0000 35 95.6503 0.0000 0.0000 85.2171 0.0000 40_E 130.3200 0.0000 0.0000 104.3904 0.0000 VAULT1(1+6 162.1485 0.0000 0.0000 2190.0014 0.0000 4+21Ex_F 152.9885 0.0000 0.0000 120.0210 0.0000 D8-14_G 380.7297 0.0000 0.0000 120.5357 0.0000 CB17(9+78) 189.7962 0.0000 0.0000 132.8234 0.0000 CB21(11+35 218.3744 0.0000 0.0000 136.5116 0.0000 CB31(14+35 148.8332 0.0000 0.0000 129.7553 0.0000 CB35(15+71 128.9466 0.0000 0.0000 136.3757 0.0000 56A 119.3806 0.0000 0.0000 108.9231 0.0000 57A 168.6940 0.0000 0.0000 109.2390 0.0000 58A 142.1448 0.0000 0.0000 103.8868 0.0000 59B_U 168.5447 106.4866 0.0000 54855.2866 58022.3426 CB40(17+97 42.6367 0.0000 0.0000 132.1291 0.0000 CB41(20+92 128.9469 0.0000 0.0000 125.3580 0.0000 VT3(25+57) 90.3745 0.0000 0.0000 1469.7333 0.0000 CB50_J 349.6490 25.8151 0.0000 2693.1784 2615.2609 36+60 27.0068 0.3500 258.5246 76.0394 0.0000 235_O,AO 25.7643 0.0417 17.8944 98.2661 0.0000 37+22P,Q,R 26.7071 0.0250 2.7569 89.1231 0.0000 E8-13A(17+ 134.6761 0.0000 0.0000 98.5838 0.0000 E8-13B(18+ 121.9148 0.0000 0.0000 90.3544 0.0000 F8-22(19+9 103.5411 0.0000 0.0000 81.7062 0.0000 CB-EX(22+8 99.8007 0.0000 0.0000 78.0440 0.0000 E8-11(16+2 124.2553 0.0000 0.0000 86.2820 0.0000 CB52(15+71 132.7493 0.0000 0.0000 89.1513 0.0000 45 128.5194 0.0000 0.0000 104.5756 0.0000 59A_W,AM 184.7348 74.0769 0.0000 12581.9325 13608.0901 60B 172.4359 13.1794 0.0000 281.6199 49.3764 65A 173.1869 0.0000 0.0000 102.3075 0.0175 67A 163.8590 0.0000 0.0000 103.2556 0.0000 70A 153.5383 0.0000 0.0000 103.1274 0.0000 73A 150.9833 0.0000 0.0000 104.4241 0.0000 75A_Z,AA,Y 191.3509 0.0000 0.0000 113.6675 0.0000 78A 198.9431 0.0000 0.0000 113.0055 0.0000 80A_ABACAP 229.3649 0.0000 0.0000 116.1451 0.0000 95A_AE 167.4609 0.0000 0.0000 102.4132 0.0000 100A 161.1576 0.0000 0.0000 98.7228 0.0000 110A 304.5053 0.0000 0.0000 114.2329 0.0000 115A_AF,AD 182.4935 0.0000 0.0000 90.6861 0.0000 120A 186.1096 0.0000 0.0000 87.2606 0.0000 125A 183.6182 0.0000 0.0000 86.3329 0.0000 130A 178.5229 0.0000 0.0000 80.9221 0.0000 135A_AH 183.6408 94.0361 0.0000 3320.7108 3713.3160 140A 184.5750 137.5769 0.0000 5990.3730 7273.1485 145A 182.7834 96.7174 0.0000 3763.2130 4469.8168 150AAIAJAK 178.8053 109.0507 0.0000 8746.0639 10021.0585 105A 206.5572 0.0000 0.0000 99.9417 0.0000 60A_X 183.5817 58.8188 -3.8317 3407.1758 4289.2715 79A 198.5287 0.0000 0.0000 112.4179 0.0000 136A 185.5444 104.4893 0.0000 4394.2162 4441.0467 137A 183.5308 135.6159 0.0000 5829.8909 6263.9323 138A 186.7027 137.9802 0.0000 5861.0674 6739.9944 32+23Ex 35.2590 7.3833 1439.3017 67.9821 0.0000 32+17Ex 35.7000 0.0000 0.0000 70.5304 0.0000 32+10Ex 36.1603 11.8667 0.0000 531.1019 578.2031 10 0.0000 0.0000 0.0000 49.2979 0.0000 5 0.0000 0.0000 0.0000 46.9789 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 35.1847 0.0000 Outfall 0.0000 0.0000 0.0000 33.9617 0.0000 36+10Ex_N 26.2274 0.2167 43.3852 61.4477 0.0000 26+48Ex 40.2461 26.1564 0.0000 2254.8563 2326.6438 35+21 27.8981 0.6583 199.9293 71.3095 0.0000 CB5(4+67) 157.9405 0.0000 0.0000 124.3964 0.0000 VAULT2(6+4 160.9064 0.0000 0.0000 1746.6235 0.0000 CB51(26+48 41.3509 25.7977 0.0000 2375.6645 2297.1850 EXCB(31+05 40.9171 7.8917 0.0000 347.2519 359.1110 CB54(29+23 104.8276 24.1767 0.0000 2078.7571 2148.3803 CB52(28+16 153.0827 0.0000 0.0000 112.1547 0.0906 EXCB(31+02 41.1816 0.1750 0.0000 105.1332 15.0808 CB42(21+04 105.1735 0.0000 0.0000 80.0204 0.0000 CB45(23+63 106.3374 19.2833 0.0000 1095.6691 1058.5250 CB46(24+14 99.5418 26.2302 0.0000 2892.2218 2973.9813 LP_V1-2 2880.0000 0.0000 0.0000 510.0899 0.0000 Mdpoint 5.8591 2.7566 0.0000 74.1132 377.3553 SH50_AN 50.8889 0.0000 0.0000 129.8642 0.0000 SH75_AL 345.9255 3.9333 41.1006 109.3242 0.0000 SH70_AG 357.9027 127.9736 8528.7403 105.5544 0.0000 SH65 375.8560 0.0000 0.0000 107.9044 0.0000 SH60_V2 378.3977 202.4187 30964.8307 100.0254 0.0000 CB7 61.1095 0.0000 0.0000 126.0242 0.0000 CB6 89.0603 0.0000 0.0000 128.3711 0.0000 CB5 105.9630 0.0000 0.0000 127.7298 0.0000 CB4_L 117.1860 0.0000 0.0000 119.8162 0.0000 CB3 131.9282 0.1417 0.0000 156.3243 7.0647 CB2_KM 154.8460 16.1000 0.0000 1027.1273 1006.3887 RA_V1-1 38.0081 20.1083 0.0000 121.5638 262.5040 RA_V1-3 48.3627 22.8372 0.0000 106.4582 190.1136 Scenario 4B *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 40.4451 0.0000 20 0.0000 0.0000 0.0000 33.3541 0.0000 25 0.0000 0.0000 0.0000 42.5863 0.0000 30 0.0000 0.0000 0.0000 45.0480 0.0000 35 0.0000 0.0000 0.0000 51.2351 0.0000 40_E 0.0000 0.0000 0.0000 55.4304 0.0000 VAULT1(1+6 0.0000 0.0000 0.0000 1229.5320 0.0000 4+21Ex_F 11.1833 0.0000 0.0000 67.7875 0.0000 D8-14_G 92.8113 0.0000 0.0000 67.6117 0.0000 CB17(9+78) 22.3086 0.0000 0.0000 78.3831 0.0000 CB21(11+35 25.6094 0.0000 0.0000 81.6850 0.0000 CB31(14+35 15.7813 0.0000 0.0000 74.3286 0.0000 CB35(15+71 11.0375 0.0000 0.0000 80.8054 0.0000 56A 0.0000 0.0000 0.0000 58.7974 0.0000 57A 19.4897 0.0000 0.0000 63.7703 0.0000 58A 19.8564 0.0000 0.0000 70.7152 0.0000 59B_U 28.1878 16.0156 0.0000 3400.7292 3439.8815 CB40(17+97 0.0000 0.0000 0.0000 77.2362 0.0000 CB41(20+92 13.0564 0.0000 0.0000 72.4556 0.0000 VT3(25+57) 0.0000 0.0000 0.0000 1081.5808 0.0000 CB50_J 108.1213 0.0000 0.0000 81.2870 0.0000 36+60 0.0000 0.0000 0.0000 28.2671 0.0000 235_O,AO 0.0000 0.0000 0.0000 21.6291 0.0000 37+22P,Q,R 0.0000 0.0000 0.0000 28.0120 0.0000 E8-13A(17+ 13.9146 0.0000 0.0000 44.2135 0.0000 E8-13B(18+ 11.0964 0.0000 0.0000 34.4003 0.0000 F8-22(19+9 0.0000 0.0000 0.0000 26.6419 0.0000 CB-EX(22+8 0.0000 0.0000 0.0000 26.2675 0.0000 E8-11(16+2 9.9250 0.0000 0.0000 30.5650 0.0000 CB52(15+71 12.1589 0.0000 0.0000 33.4401 0.0000 45 0.0000 0.0000 0.0000 54.6600 0.0000 59A_W,AM 45.9319 0.0000 0.0000 84.1178 0.0000 60B 43.0648 0.0000 0.0000 85.4288 0.0000 65A 48.0631 0.0000 0.0000 84.3722 0.0000 67A 44.6406 0.0000 0.0000 85.4060 0.0000 70A 42.7241 0.0000 0.0000 84.9984 0.0000 73A 41.1596 0.0000 0.0000 86.1636 0.0000 75A_Z,AA,Y 107.6774 0.0000 0.0000 93.9430 0.0000 78A 123.5885 0.0000 0.0000 96.2794 0.0000 80A_ABACAP 162.6544 0.0000 0.0000 102.6797 0.0000 95A_AE 87.5106 0.0000 0.0000 90.7220 0.0000 100A 79.0347 0.0000 0.0000 88.0891 0.0000 110A 274.1359 0.0000 0.0000 112.0086 0.0000 115A_AF,AD 116.8501 0.0000 0.0000 90.0662 0.0000 120A 136.6275 0.0000 0.0000 88.3204 0.0000 125A 125.2330 0.0000 0.0000 87.6200 0.0000 130A 112.8194 0.0000 0.0000 80.9877 0.0000 135A_AH 143.9983 32.2159 0.0000 2109.5295 2042.8840 140A 148.1723 86.6710 0.0000 5014.2396 5681.8092 145A 146.8508 72.3536 0.0000 3517.0628 3969.3680 150AAIAJAK 125.0683 80.4321 0.0000 8613.4518 9591.4131 105A 168.7970 0.0000 0.0000 94.3235 0.0000 60A_X 54.5110 0.0000 0.0000 84.9430 0.0000 79A 130.1999 0.0000 0.0000 98.3140 0.0000 136A 147.7273 68.1059 0.0000 2518.9205 2638.8491 137A 146.1164 84.3051 0.0000 3486.3014 3490.3391 138A 149.8398 86.5496 0.0000 4093.6274 4427.4007 32+23Ex 0.0000 0.0000 0.0000 26.0235 0.0000 32+17Ex 0.0000 0.0000 0.0000 26.1375 0.0000 32+10Ex 0.0000 0.0000 0.0000 25.8705 0.0000 10 0.0000 0.0000 0.0000 37.3763 0.0000 5 0.0000 0.0000 0.0000 38.0862 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 39.4924 0.0000 Outfall 0.0000 0.0000 0.0000 38.2221 0.0000 36+10Ex_N 0.0000 0.0000 0.0000 11.8527 0.0000 26+48Ex 0.0000 0.0000 0.0000 7.9707 0.0000 35+21 0.0000 0.0000 0.0000 28.0262 0.0000 CB5(4+67) 2.3500 0.0000 0.0000 63.7575 0.0000 VAULT2(6+4 10.4667 0.0000 0.0000 1105.5582 0.0000 CB51(26+48 0.0000 0.0000 0.0000 82.9241 0.0000 EXCB(31+05 0.0000 0.0000 0.0000 30.3246 0.0000 CB54(29+23 14.6500 0.0000 0.0000 50.3899 0.0000 CB52(28+16 26.0687 0.0000 0.0000 65.2857 0.0000 EXCB(31+02 0.0000 0.0000 0.0000 10.1922 0.0000 CB42(21+04 4.7000 0.0000 0.0000 26.5320 0.0000 CB45(23+63 6.5083 0.0000 0.0000 27.5759 0.0000 CB46(24+14 0.0000 0.0000 0.0000 26.3328 0.0000 LP_V1-2 4320.0000 0.0000 0.0000 510.9350 0.0000 Mdpoint 0.0000 0.0000 0.0000 14.4813 0.0000 SH50_AN 0.0000 0.0000 0.0000 50.6985 0.0000 SH75_AL 345.9445 3.9333 41.1005 109.3242 0.0000 SH70_AG 357.9467 127.9614 8528.5662 105.5544 0.0000 SH65 375.7863 0.0000 0.0000 107.9044 0.0000 SH60_V2 378.3512 176.9588 28440.7701 100.0254 0.0000 CB7 0.0000 0.0000 0.0000 43.4045 0.0000 CB6 0.0000 0.0000 0.0000 49.2452 0.0000 CB5 8.9808 0.0000 0.0000 55.8091 0.0000 CB4_L 12.9018 0.0000 0.0000 60.1518 0.0000 CB3 17.1591 0.0000 0.0000 65.0588 0.0000 CB2_KM 22.1812 0.0000 0.0000 70.6025 0.0000 RA_V1-1 0.0000 0.0000 0.0000 13.2911 0.0000 RA_V1-3 0.0000 0.0000 0.0000 8.4675 0.0000 Scenario 5A *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 59.1378 0.0000 20 0.0000 0.0000 0.0000 53.7861 0.0000 25 11.5842 0.0000 0.0000 66.1905 0.0000 30 25.3750 0.0000 0.0000 70.4160 0.0000 35 103.2413 0.0000 0.0000 86.4453 0.0000 40_E 142.6974 0.0000 0.0000 104.8512 0.0000 VAULT1(1+6 170.9677 0.0000 0.0000 2213.3729 0.0000 4+21Ex_F 165.6375 0.0000 0.0000 121.0968 0.0000 D8-14_G 383.1487 0.0000 0.0000 121.3883 0.0000 CB17(9+78) 195.7020 0.0000 0.0000 133.4459 0.0000 CB21(11+35 225.3149 0.0000 0.0000 136.0410 0.0000 CB31(14+35 161.2676 0.0000 0.0000 128.0319 0.0000 CB35(15+71 140.8548 0.0000 0.0000 135.0471 0.0000 56A 129.5847 0.0000 0.0000 110.0017 0.0000 57A 176.2457 0.0000 0.0000 110.3796 0.0000 58A 161.3976 0.0000 0.0000 105.1280 0.0000 59B_U 176.3866 120.8876 0.0000 61904.4616 66840.3394 CB40(17+97 47.1302 0.0000 0.0000 132.3534 0.0000 CB41(20+92 140.4518 0.0000 0.0000 125.9055 0.0000 VT3(25+57) 96.3406 0.0000 0.0000 1471.6363 0.0000 CB50_J 351.1815 30.7886 0.0000 3222.1027 3148.8478 36+60 34.1493 0.2526 158.4562 76.0394 0.0000 235_O,AO 32.7585 0.0000 0.0000 85.2554 0.0000 37+22P,Q,R 33.9026 0.0000 0.0000 87.0551 0.0000 E8-13A(17+ 145.4965 0.0000 0.0000 99.2742 0.0000 E8-13B(18+ 132.1191 0.0000 0.0000 91.9462 0.0000 F8-22(19+9 111.0838 0.0000 0.0000 86.1469 0.0000 CB-EX(22+8 107.8911 0.0000 0.0000 77.6847 0.0000 E8-11(16+2 134.8287 0.0000 0.0000 86.0501 0.0000 CB52(15+71 143.7685 0.0000 0.0000 88.1932 0.0000 45 140.6241 0.0000 0.0000 105.0109 0.0000 59A_W,AM 193.2688 80.3366 0.0000 14469.3479 15306.0216 60B 180.7827 46.5044 0.0000 771.6740 1180.2521 65A 181.2761 13.9652 0.0000 647.5075 560.9851 67A 170.1784 0.0000 0.0000 104.9578 0.0000 70A 164.7954 0.0000 0.0000 104.8070 0.0000 73A 162.9274 0.0000 0.0000 106.0911 0.0000 75A_Z,AA,Y 198.3443 0.0000 0.0000 115.2041 0.0000 78A 205.3577 0.0000 0.0000 114.5119 0.0000 80A_ABACAP 241.3329 0.0000 0.0000 117.6113 0.0000 95A_AE 174.5563 0.0000 0.0000 103.8432 0.0000 100A 169.2057 0.0000 0.0000 100.0994 0.0000 110A 307.1047 0.0000 0.0000 114.3402 0.0000 115A_AF,AD 185.3728 0.0000 0.0000 90.7371 0.0000 120A 188.8958 0.0000 0.0000 87.3261 0.0000 125A 186.4840 0.0000 0.0000 86.4052 0.0000 130A 182.0492 0.0000 0.0000 81.1200 0.0000 135A_AH 186.6107 98.8323 0.0000 3559.7337 3908.9312 140A 187.3715 141.7904 0.0000 6082.6454 7249.2409 145A 185.9010 98.2819 0.0000 3815.3899 4622.7577 150AAIAJAK 182.7235 105.3603 0.0000 8792.0009 9887.0029 105A 209.1404 0.0000 0.0000 101.0255 0.0000 60A_X 192.2692 66.4388 -3.7649 4180.8339 5094.0988 79A 204.5556 0.0000 0.0000 113.9017 0.0000 136A 188.4366 108.7947 0.0000 4617.5265 4661.2753 137A 186.3991 141.7375 0.0000 6031.3247 6608.1760 138A 189.3383 142.8273 0.0000 6007.1456 6806.6329 32+23Ex 40.3083 4.7053 398.1021 67.9821 0.0000 32+17Ex 40.5583 0.0000 0.0000 68.2867 0.0000 32+10Ex 40.8083 10.5064 0.0000 356.8245 347.3893 10 0.0000 0.0000 0.0000 49.3390 0.0000 5 0.0000 0.0000 0.0000 47.0361 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 35.2504 0.0000 Outfall 0.0000 0.0000 0.0000 34.0234 0.0000 36+10Ex_N 33.2534 0.0000 0.0000 56.4796 0.0000 26+48Ex 44.4039 31.3462 0.0000 2571.9275 2560.8287 35+21 35.5611 0.6697 214.0609 71.3095 0.0000 CB5(4+67) 167.6169 0.0000 0.0000 122.2596 0.0000 VAULT2(6+4 169.8704 0.0000 0.0000 1743.5522 0.0000 CB51(26+48 45.3033 31.2202 0.0000 2694.9093 2612.0463 EXCB(31+05 44.5033 0.0000 0.0000 76.0351 0.0232 CB54(29+23 112.9307 31.9148 0.0000 1925.7559 1930.0829 CB52(28+16 164.1279 32.1493 0.0000 2693.0502 2828.3466 EXCB(31+02 44.7517 0.0000 0.0000 55.8188 0.0000 CB42(21+04 112.4607 0.0000 0.0000 86.2790 0.0000 CB45(23+63 113.7976 22.4544 0.0000 1602.1102 1559.8223 CB46(24+14 107.6717 30.5333 0.0000 3592.0340 3759.6401 Tmp Out_V1 2880.0000 0.0000 0.0000 688.6891 0.0000 Mdpoint 32.2521 26.8405 0.0000 78.9990 853.3807 SH50_AN 55.0759 0.0000 0.0000 131.1725 0.0000 SH75_AL 9.9835 0.0000 0.0000 112.3253 0.0000 SH70_AG 12.6357 0.0917 4.8732 114.5293 0.0000 SH65 32.0331 0.1750 36.5330 127.5485 0.0000 SH60_V2 48.5596 0.3417 59.2342 132.4106 0.0000 CB7 65.7651 0.1833 43.5557 129.6811 0.0000 CB6 95.0861 0.0833 7.3101 131.9430 0.0000 CB5 114.3077 0.0000 0.0000 132.8947 0.0000 CB4_L 127.5855 0.0917 4.4405 123.5238 0.0000 CB3 142.6833 1.5228 0.0000 388.4961 248.0243 CB2_KM 165.8842 18.7301 0.0000 2675.5791 2786.4695 Scenario 5B *=====================================================* | Table E20 - Junction Flooding and Volume Listing. | | The maximum volume is the total volume | | in the node including the volume in the | | flooded storage area. This is the max | | volume at any time. The volume in the | | flooded storage area is the total volume| | above the ground elevation, where the | | flooded pond storage area starts. | | The fourth column is instantaneous, the fifth is the| | sum of the flooded volume over the entire simulation| | Units are either ft^3 or m^3 depending on the units.| *=====================================================* Out of Passed to 2D cell 1D-System OR Volume Stored Junction Surcharged Flooded (Flooded Maximum in allowed Flood Name Time (min) Time(min) Volume) Volume Pond of 1D-System --------------- ---------- --------- --------- --------- ----------------- 15_C,D 0.0000 0.0000 0.0000 42.1297 0.0000 20 0.0000 0.0000 0.0000 35.1302 0.0000 25 0.0000 0.0000 0.0000 44.4081 0.0000 30 0.0000 0.0000 0.0000 46.9384 0.0000 35 0.0000 0.0000 0.0000 53.4840 0.0000 40_E 0.0000 0.0000 0.0000 58.2763 0.0000 VAULT1(1+6 0.0000 0.0000 0.0000 1284.8039 0.0000 4+21Ex_F 16.8865 0.0000 0.0000 71.7629 0.0000 D8-14_G 101.0723 0.0000 0.0000 71.6125 0.0000 CB17(9+78) 26.0456 0.0000 0.0000 83.9808 0.0000 CB21(11+35 29.3771 0.0000 0.0000 87.6511 0.0000 CB31(14+35 20.1729 0.0000 0.0000 80.8549 0.0000 CB35(15+71 16.3833 0.0000 0.0000 87.6723 0.0000 56A 2.1904 0.0000 0.0000 63.0357 0.0000 57A 22.8551 0.0000 0.0000 68.9113 0.0000 58A 23.2994 0.0000 0.0000 76.0146 0.0000 59B_U 35.4686 21.8363 0.0000 7749.4496 8043.6266 CB40(17+97 0.0000 0.0000 0.0000 84.4667 0.0000 CB41(20+92 18.5137 0.0000 0.0000 80.3235 0.0000 VT3(25+57) 9.0122 0.0000 0.0000 1187.6687 0.0000 CB50_J 113.9431 0.0000 0.0000 90.4724 0.0000 36+60 0.0000 0.0000 0.0000 28.2652 0.0000 235_O,AO 0.0000 0.0000 0.0000 21.6168 0.0000 37+22P,Q,R 0.0000 0.0000 0.0000 28.0149 0.0000 E8-13A(17+ 18.2594 0.0000 0.0000 50.6678 0.0000 E8-13B(18+ 15.0619 0.0000 0.0000 40.6678 0.0000 F8-22(19+9 10.4053 0.0000 0.0000 33.3268 0.0000 CB-EX(22+8 10.6275 0.0000 0.0000 34.2946 0.0000 E8-11(16+2 14.7333 0.0000 0.0000 37.2958 0.0000 CB52(15+71 17.6269 0.0000 0.0000 40.2870 0.0000 45 0.0000 0.0000 0.0000 57.5560 0.0000 59A_W,AM 53.4139 0.0000 0.0000 88.1011 0.0000 60B 48.9589 0.0000 0.0000 88.7226 0.0000 65A 54.7564 0.0000 0.0000 87.4120 0.0000 67A 50.1824 0.0000 0.0000 87.7703 0.0000 70A 48.0417 0.0000 0.0000 86.9687 0.0000 73A 46.2114 0.0000 0.0000 87.9483 0.0000 75A_Z,AA,Y 111.8763 0.0000 0.0000 95.6061 0.0000 78A 135.4391 0.0000 0.0000 97.8662 0.0000 80A_ABACAP 166.3743 0.0000 0.0000 104.1393 0.0000 95A_AE 92.0358 0.0000 0.0000 92.0986 0.0000 100A 84.4460 0.0000 0.0000 89.3792 0.0000 110A 276.4026 0.0000 0.0000 112.2742 0.0000 115A_AF,AD 121.0682 0.0000 0.0000 89.4503 0.0000 120A 139.8820 0.0000 0.0000 87.5915 0.0000 125A 128.9617 0.0000 0.0000 86.8972 0.0000 130A 117.4286 0.0000 0.0000 80.3995 0.0000 135A_AH 146.4957 35.5585 0.0000 2301.5732 2222.1363 140A 151.4106 88.9337 0.0000 5241.8105 5856.0904 145A 150.0914 74.4256 0.0000 3602.3648 4007.4984 150AAIAJAK 128.6144 82.9368 0.0000 8672.6904 9633.3735 105A 171.4765 0.0000 0.0000 95.1942 0.0000 60A_X 72.2891 0.0000 0.0000 88.3123 0.0000 79A 149.8665 0.0000 0.0000 99.8012 0.0000 136A 151.0737 71.1515 0.0000 2722.0886 2800.2776 137A 149.5450 86.7904 0.0000 3799.1859 3782.0825 138A 153.0179 88.9494 0.0000 4383.0605 4707.7446 32+23Ex 0.0000 0.0000 0.0000 29.2154 0.0000 32+17Ex 0.0000 0.0000 0.0000 29.5894 0.0000 32+10Ex 0.0000 0.0000 0.0000 29.8642 0.0000 10 0.0000 0.0000 0.0000 38.8735 0.0000 5 0.0000 0.0000 0.0000 39.4960 0.0000 1_A,B1,B2 0.0000 0.0000 0.0000 40.4263 0.0000 Outfall 0.0000 0.0000 0.0000 39.1534 0.0000 36+10Ex_N 0.0000 0.0000 0.0000 11.8535 0.0000 26+48Ex 0.0000 0.0000 0.0000 17.0038 0.0000 35+21 0.0000 0.0000 0.0000 28.0144 0.0000 CB5(4+67) 11.0600 0.0000 0.0000 67.9019 0.0000 VAULT2(6+4 16.3567 0.0000 0.0000 1161.7311 0.0000 CB51(26+48 0.0000 0.0000 0.0000 91.9982 0.0000 EXCB(31+05 0.0000 0.0000 0.0000 38.4352 0.0000 CB54(29+23 17.6528 0.0000 0.0000 57.9527 0.0000 CB52(28+16 30.6979 0.0000 0.0000 73.4704 0.0000 EXCB(31+02 0.0000 0.0000 0.0000 18.2482 0.0000 CB42(21+04 11.4499 0.0000 0.0000 33.7297 0.0000 CB45(23+63 12.5235 0.0000 0.0000 35.9129 0.0000 CB46(24+14 10.8267 0.0000 0.0000 34.8805 0.0000 Tmp Out_V1 2880.0000 0.0000 0.0000 688.7008 0.0000 Mdpoint 8.5040 4.6667 0.0000 46.0300 28.1734 SH50_AN 2.5160 0.0000 0.0000 51.0631 0.0000 SH75_AL 0.0000 0.0000 0.0000 10.0626 0.0000 SH70_AG 0.0000 0.0000 0.0000 12.2180 0.0000 SH65 0.0000 0.0000 0.0000 16.8472 0.0000 SH60_V2 0.2794 0.0000 0.0000 37.7739 0.0000 CB7 7.4744 0.0000 0.0000 55.0927 0.0000 CB6 11.5514 0.0000 0.0000 60.6265 0.0000 CB5 15.9063 0.0000 0.0000 66.7513 0.0000 CB4_L 18.9688 0.0000 0.0000 70.7724 0.0000 CB3 22.3732 0.0000 0.0000 75.4857 0.0000 CB2_KM 27.0403 0.0000 0.0000 80.5144 0.0000 City of Renton Review CommentsProject:Shattuck Ave. S. Storm System Improvement ProjectJurisdiction: City of RentonJob Number: 200504.1 (RWE) Review Number: 1Review Date: March 25, 2008Reviewer Name: Allen Quynn Response Date: June 5, 2008 (updated Aug. 2, 2010)1Hydraulic Report(Pg. 7)AQUnder model Scenario 2, Section 3.2, there is no description of how much drainage area is being diverted to the upsized Shattuck Ave. storm system. Figure 1 shows the hatched in area but does not explain which sub basins are being diverted from the pump station. Report needs to include a better description of proposed drainage to be diverted to Shattuck Ave.Kirk Smith (KRS)The scenario descriptions in Section 3.2 has been expanded to describe the area being diverted.I2Hydraulic Report(Pg. 14)AQThe modeling results show that diverting additional are to an upsized Shattuck Ave. storm system results in an water surface elevation of 24.44 at the intersection of 7th and Shattuck which is an increase of 0.38 feet above current water surface elevation of 24.06. The ground elevation shown on Table 5 is 24.36 which would suggest that the roadway would flood only 0.08 feet; However, drawing SD01 shows a rim elevation of 23.46 for the existing catch basin at the northwest corner of S. 7th and Shattuck (CB2382) which is almost 1 feet of flooding of the 25-year storm. Under current conditions, the 25-yr water surface elevation of 24.04 will surcharge the rim of CB2382 by 0.6 feet. Diverting additional are to the Shattuck storm system under Scenario 2 will make an existing flooding problem worse.Option to consider includes an overflow structure at 4th Place that would divert flows to the pump station if the HGL at 7th and Shattuck begin to overtop the rim of CB #1A.KRSA separate memorandum dated 6/18/08 was prepared that addressed this comment.An error has been found inthe modeling for Scenario 5A. Node CB2_KM has been corrected to have ponding allowed. This causes the HGL at 7th & Shattuck to raise to 24.72 from 24.44 stated in the draft report. This has been corrected in the final version of the report. I3Hydraulic Report(General)AQHydraulic Report (General) - Why was the 100-yr event not analyzed in this report?KRSRoseWater's scope of work included modeling only the 25-year event--consistent with previous modeling done by Gray & Osborne for the 7th Street drainage improvementsNI4Hydraulic Report(General)AQThe report should include a summary table that shows the 25-yr flow rates for existing conditions and with proposed project along Shattuck Ave. similar to the Table 5 that shows the hydraulic grade line.KRS The flow rates are already included in Tables 4 and 5. NIResponse ByResolutionComment NumberDesigner's ReplyReview CommentsReviewer's InitialsSheet No. or Spec SectionLEGEND: I = Incorporated NI = Not Incorporated TBI = To Be Incorporated NR = Needs Resolution1 MEMORANDUM 1201THIRD AVENUE, SUITE1500SEATTLE, WASHINGTON98101-3033PHONE206.441.9385FAX206.448.6922RWE Response to Comment 2 Rev1.docTO Derek Akesson DATE 6/18/08 City of Renton PROJECT No 200504.1 PROJECT Shattuck Ave S Storm System Improvement Project CC Rex Meyer, DMJM Harris SUBJECT Response to Hydraulic Report Comment #2 FROM Kirk Smith PAGE 1 OF 2 This memo has been written in response to Hydraulic Report Comment #2 from Allen Quynn, memo dated 3/25/08. Comment #2 noted that the February 2008 Draft Hydraulic Modeling Report states that the existing 25-year Hydraulic Grade Line (HGL) at the intersection of 7th Street and Shattuck Avenue has an elevation 24.06, which is 0.6 foot above the existing rim of CB 2382. The comment noted that the proposed stormwater diversion will make the problem worse, and suggested considering a stormwater diversion at 4th Place to direct flows to the pump station if the HGL at 7th and Shattuck began to overtop the rim of CB #1A. To address this comment, the XP-SWMM hydraulic model was rerun to evaluate the effectiveness of an overflow weir at 4th Place and Shattuck Avenue (Node SH50_AN). The model was also rerun using “existing” hydrologic conditions based on Gray & Osborne’s previous study. The following table shows the results of the additional model runs, in terms of HGL elevations at 7th & Shattuck and at the low point of Rainier Avenue below the railroad bridge. Model Scenario 25-yr HGL at 7th & Shattuck (“Existing” HGL = 24.06, CB Rim = 23.46) HGL at Rainier Avenue Sag (Ground Elevation = 19.4) Out of System or Ponded Volume Shattuck Ave, North of 4th Place (ac-ft) Out of System or Ponded Volume Shattuck Ave, South of 4th Place (ac-ft) 1A Existing Condition 24.1 21.5 1.04 0.49 2A Proposed Condition 24.4 17.7 0.90 0.08 2A revised with O.F. Weir Elev. 23.0 24.3 20.7 0.90 0.05 2A revised with O.F. Weir Elev. 18.0 24.3 21.0 0.90 0.04 2A revised with existing hydrology 24.2 17.7 0.80 0.03 MEMORANDUM TO Derek Akesson DATE 6/18/08 PAGE 2 OF 2 Also as part of this additional analysis, the surveyed ground elevations in the vicinity of 7th Street and Shattuck Avenue were reviewed. The elevation 24.0 contour stays within the street and right of way area. The elevation 24.5 contour extends into the yards of two houses on the west side of the street immediately north of S. 7th Street (641 and 645 Shattuck Avenue S). The finish floor elevations of residences around the intersection are higher than 25.0; however the floors of accessory buildings at 641 and 645 Shattuck Avenue S are at the ground elevation. Based on the additional modeling runs, and a closer review of the existing topography at the intersection of 7th Street and Shattuck Avenue, the following observations have been made in response to Comment #2: x Adding an overflow weir at 4th Place and Shattuck Avenue decreases the HGL only slightly, but causes flooding under the railroad bridge on Rainier Avenue. As a result, an overflow weir is not recommended. x Although the model predicts the HGL at 7th Street and Shattuck Avenue to increase 0.38 foot as a result of the Shattuck Avenue drainage improvements, the model predicts the 25- year flooding volume along Shattuck Avenue between 7th Street and 4th Place to be decreased by 0.41 ac-ft as a result of the project. Flooding predicted under the railroad bridge along Rainer Avenue is also eliminated. x The predicted flooding at 7th Street and Shattuck Avenue resulting from the proposed condition 25-year HGL stays below finish floor elevations of the adjacent houses. x The modeling has been performed using future condition hydrology (full zoning build-out). Rerunning the model using existing condition hydrology decreases the HGL at 7th and Shattuck to 24.2. x It is suspected that even the “existing” hydrologic modeling overestimates peak flow rates because flooding has not been reported at this location since the 7th Street drainage improvements were constructed in 2004, despite high-intensity rainfall in December 2006. This may be due, in part, to a modeling assumption of 100% directly-connected impervious surfaces, which rarely occurs in older residential areas. Also, the modeling doesn’t fully take into account restrictions caused by small-diameter storm drain pipes that exist between some of the tributary drainage basins and Shattuck Avenue. Based on the modeling and these additional observations, it appears that only minimal flooding is likely to occur at 7th Street and Shattuck Avenue following construction of the proposed conveyance improvements, while greatly reducing the overall flooding issues for the system. Since future upstream development has the potential to increase flooding at this location, it is recommended that the City place conditions on zoning to address system inadequacies prior to full build-out. 86/14159/3894 Rainier Avenue South Improvement Project- SW Grady Way to S 2nd Street Surface Water Technical Information Report GHD Inc. 1201 Third Avenue, Suite 1500 Seattle, WA 98101-3033 T: 1 206 441 9385 F: 1 206 448 6922 E: seamail@ghd.us.com © GHD Inc. 2010 This document is and shall remain the property of GHD Inc. 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