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21-104292 -Drainage Technical Information Report (TIR)-10-14-2021-V1C JACOBSON RECEIVED Nov 19 2021 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT TECHNICAL INFORMATION REPORT for Storm Water Management Olympic View K-8 School 2626 SW 327t" ST, Federal Way, WA 98003 October 1, 2021 Prepared for Federal Way Public Schools 33330 8t" Avenue South Federal Way, WA 98003 Prepared through McGranahan Architects 2111 Pacific Ave #100 Tacoma, WA 98402 Prepared by Jacobson Consulting Engineers Sascha Eastman (206) 426-2600 sascha@jacobsonengi neers.com 255 S. King Street, Suite #800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM TECHNICAL INFORMATION REPORT FOR OLYMPIC VIEW K-8 SCHOOL JACOBSON mi m C 0 N S U l T I N G E N G I N E E R S Project No. C200004-0081 October 1, 2021 TABLE OF CONTENTS 1. PROJECT OVERVIEW................................................................................................................... 3 GENERAL DESCRIPTION.....................................................................................................................3 EXISTINGCONDITIONS.......................................................................................................................3 PROPOSED DRAINAGE SYSTEM..........................................................................................................4 2. CONDITIONS AND REQUIREMENTS SUMMARY.............................................................................. 5 CORE REQUIREMENT #1: DISCHARGE AT THE NATURAL LOCATION..................................................5 CORE REQUIREMENT #2: OFFSITE ANALYSIS.....................................................................................5 CORE REQUIREMENT #3: FLOW CONTROL..........................................................................................5 CORE REQUIREMENT #4: CONVEYANCE SYSTEM...............................................................................6 CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL..........................................................6 CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS..............................................................6 CORE REQUIREMENT #7: FINANCIAL GUARANTEES...........................................................................7 CORE REQUIREMENT #8: WATER QUALITY.........................................................................................7 CORE REQUIREMENT #9: FLOW CONTROL BMP'S..............................................................................7 SPECIAL REQUIREMENT #1: OTHER ADOPTED AREA -SPECIFIC REQUIREMENTS...............................7 SPECIAL REQUIREMENT #2: FLOOD HAZARD AREA DELINEATION.....................................................8 SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES............................................................8 SPECIAL REQUIREMENT #4: SOURCE CONTROL.................................................................................8 SPECIAL REQUIREMENT #5: OIL CONTROL.........................................................................................8 3. OFFSITE ANALYSIS..................................................................................................................... 9 FIELD INSPECTION.............................................................................................................................9 DRAINAGE SYSTEM PROBLEM DESCRIPTIONS...................................................................................9 UPSTREAM ANALYSIS.........................................................................................................................9 DOWNSTREAMANALYSIS...................................................................................................................9 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS......................................................................10 4. FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN........................................................................................................................................... 11 EXISTING SITE HYDROLOGY (PART A)...............................................................................................11 DEVELOPED SITE HYDROLOGY (PART B)...........................................................................................11 PERFORMANCE STANDARDS (PART C)..............................................................................................12 FLOW CONTROL SYSTEM (PART D)...................................................................................................12 WATER QUALITY SYSTEM (PART E)...................................................................................................12 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN........................................................................... 13 6 7 8 Q 10 11 12 CONVEYANCE STANDARDS...............................................................................................................13 DEVELOPED STORM SYSTEM DESCRIPTION.....................................................................................13 CONVEYANCE AND BACKWATER ANALYSIS....................................................................................... 14 OUTFALLS......................................................................................................................................... 15 SPECIAL REPORTS AND SUMMARY............................................................................................ 16 OTHERPERMITS...................................................................................................................... 17 CSWPP ANALYSIS AND DESIGN................................................................................................. 18 STANDARD REQUIREMENTS.............................................................................................................18 ESC PLAN ANALYSIS AND DESIGN (PART A)..................................................................................... 19 SWPPPS PLAN DESIGN (PART B)...................................................................................................... 19 BOND QUANTITIES, FACILTY SUMMARIES, AND DECLARATION OF COVENANT .............................. 20 BOND QUANTITIES WORKSHEET......................................................................................................20 FLOW CONROL AND WATER QUALITY FACILITY SUMMARY SHEET AND SKETCH..............................20 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES ANDBMP'S.......................................................................................................................................20 OPERATIONS AND MAINTENANCE MANUAL................................................................................ 21 FIGURES.................................................................................................................................. 22 APPENDICES............................................................................................................................ 23 C JACOBSON 1. PROJECT OVERVIEW GENERAL DESCRIPTION The following Drainage Report provides design analysis for the Olympic View K-8 School stormwater plan. The stormwater design for the project is based on the requirements set forth in the 2016 King County Surface Water Design Manual (2016 KCSWDM) as adopted by City of Federal Way, with addendums per City of Federal Way Addendum to the King County Surface Water Design Manual (January 8, 2017). Olympic View Elementary School is located at 2626 SW 327th ST, Federal Way, WA 98003. The site is bounded by SW 327th Street to the south, condominiums, golf course, and single-family residences to the west, 26th Ave SW to the east, and single-family residences to the north (see Figure 2 - VicinityMap). The site is in the northwest quarter of Section 13, Township 21 North, Range 3 East, Willamette Meridian. The area within the property boundary (parcel 132103-9008) is 9.42 acres, of which approximately 6.92 acres will be redeveloped. The project will also be required to dedicate 30-feet of right-of-way along SW 327th ST, which will decrease the property area by 0.24 acres for a new total of 9.18 acres. The proposed project consists of redeveloping the entire school campus except for approximately 2.26 acres of forested and vegetated land located along the west and north sides of the property, which will remain undisturbed. The associated site redevelopment will consist of a new school building, including an outdoor natural learning environment, an asphalt parking lot (staff and visitor) with a queuing and drop off lane, an asphalt bus loading area w/ staff parking, asphalt playground (soft and hard play), and grass play field (see Figure 5 — Proposed Conditions). Concrete and asphalt sidewalks are also proposed to be constructed to provide pedestrian access through the site and will be ADA Accessible where required to meet City of Federal Way standards and Federal Guidelines. Frontage Improvements will also be implemented along both SW 327th ST to the south and 26th Ave SW to the east. According to City of Federal Way guidelines provided in the March 11, 2021 Pre -Application Conference Summary, SW 327th ST and 26th Ave SW and SW 327 are both classified as Minor Collector streets. Per City Standards, the project will only be required to improve half the street frontages on both streets providing a 30-ft right-of-way (ROW) width measured from the centerline, having a 10-ft drive lane, an 8-ft parking lane, a 6-in wide vertical curb, a 4-ft planter strip, a 5-ft concrete sidewalk, and the remaining 6-in of landscaping. EXISTING CONDITIONS The existing Olympic View Elementary School campus is currently occupied with a 43,160 gross square foot school building, a 42,200 square foot asphalt and wood chip play area with roughly 2,500 square feet of it covered, an asphalt parent pickup -drop off area containing 17 parking stalls, an asphalt bus pickup -drop off, and approximately 27,000 square feet of usable grass space (See Figure 4 - Existing Conditions). The parent pickup -drop off and parking area located on the south side of the site has driveway access from both 26th Ave SW and SW 327th ST. The bus pickup -drop off and delivery lane is on the east side of the existing school and is accessible via 26th Ave SW with one-way circulation and two driveways. The stormwater for the existing building and south and east sides of the school site generally drains to the SE corner of the site via a series of downspout tightlines, catch basins, and conveyance pipes. This runoff then discharges into the public storm system in 26th Ave SW, where it continues to flow to the north. The remainder of the site on the west and north sides of the existing school campus sheet flows as overland flow across the property and onto adjacent residential properties with some of the stormwater possibly draining to either cul-de-sac in 29th Ave SW, SW 324th PL, or 26th PL SW streets. There are no offsite flows coming on the property. miC JACOBSON 3 PROPOSED DRAINAGE SYSTEM The stormwater design for the project is based on the requirements set forth in the 2016 King County Surface Water Design Manual (2016 KCSWDM) as adopted by City of Federal Way (see Figure 3 — Project Minimum Requirements), with addendums per City of Federal Way Addendum to the King County Surface Water Design Manual (January 8, 2017). Based on projected disturbances the development can expect to provide flow control for rainwater falling on new or replaced impervious surfaces as well as redeveloped pervious surfaces. The amount of disturbed area for the site is approximately 6.92 acres with roughly 2.26 acres of forested land being left undisturbed. Of the 6.92 acres of the site that will be redeveloped, 5.13 acres of new plus replaced impervious surface will be created and 1.79 acres will be redeveloped as pervious surfacing (landscaping). Approximately 1.0 acre of grass field will be redeveloped and under -drained which by code definition is considered 100% impervious. The under -drained field is included in the 5.13 acres of redeveloped impervious area. Geotechnical Engineering explorations indicate there are deeper (not at the surface) outwash soils that are suitable for infiltration of on -site stormwater. Infiltration provides an opportunity for the project to introduce stormwater runoff that would normally be collected and discharged off -site, back into the native outwash soils that will help to contribute to recharging local aquifers and reduce possible localized downstream flooding. The geotechnical engineer performed on -site infiltration field testing and measured infiltration rates range from 4-inches per hour to 40-inches per hour. The geotechnical engineer has applied appropriate correction factors to the field-tested rates to determine that design infiltration rates range from 4.2-inches per hour to 7.8-inches per hour. The current design utilizes these design infiltration rates with the detention and storm drainage system being finalized and appropriately sized for the engineering permit submittal. This report includes the infiltration testing report prepared by the geotechnical engineer as part of the engineering permit submittal, see Appendix B. Due to its size and location, this project is required to provide Level 2 flow control and proposes to mitigate all required stormwater flows on -site. The project will install perforated CMP detention pipes with gravel finger drains (trenches) centered underneath the pipe to provide a better hydraulic connection and infiltrate the stormwater into the native outwash soils. An emergency overflow drain will be required, connecting the CMP pipes to the existing storm drainage system in 26th Ave SW for stormwater flows above the 100-year storm event. Using infiltration design infiltration rates, approximately 28,500 cubic feet of stormwater detention is required to be collected and infiltrated on -site. The storm detention/infiltration system is currently split into two separate systems with CMP Detention System #1, using an infiltration rate of 7.8-inches per hour, will infiltrate stormwater runoff for the north and east portions of site (field, asphalt play, a majority of the building roof area, fire lane, and the east parking lot). The CMP Detention System #2 with infiltration rate of 7.5-inches per hour, will collect and infiltrate stormwater runoff from the south portion of the site (parking lot, bus loop drive, and a modest portion of building roof area). Stormwater runoff from the central courtyard plaza space on the east side of the building, will be drained to a rain garden and infiltrated into the native outwash soils up to the 100-year storm with stormwater runoff above the 100-year storm to be conveyed to the storm system as emergency overflow. See Figure 6 — Proposed Drainage Basins. Water quality treatment will also be provided for the play field, pollution generating impervious asphalt parking lot and parent pickup -drop off and bus loading driveway located on the east and south sides of the site. The project will be required to provide enhanced basic water quality treatment of the stormwater runoff before releasing the treated stormwater into the surrounding soils for infiltration. The project proposes to install four 46 Filterra vault systems, that will be installed upstream of detention prior to infiltrating the stormwater runoff on -site. The Filterra vaults meet the City's stormwater code requirement for enhanced basic water quality treatment. Upstream of the Filterra vaults, the project also proposes to install three Contech CDS Separators (separator not necessary prior to play field treatment facility), which would be used to separate out any solids (debris, trash, etc.) prior to stormwater entering the water quality treatment and infiltrating detention systems, which will help to maintain and increase the overall life of the storm system. See Figure 7 — Water Quality Drainage Basins. Perimeter perforated footing drains will also be provided around the new building, to pick up any surface water or incidental ground water from being trapped adjacent to the building foundation. �C JACOBSON 10 2. CONDITIONS AND REQUIREMENTS SUMMARY This section will address the Core Requirements and five Special Requirements for Full Drainage Review as set forth by the 2016 King County Surface Water Design Manual as adopted by the City of Federal Way, as the project will create more than 2,000 square feet of new plus replaced impervious surface area. CORE REQUIREMENT #1: DISCHARGE AT THE NATURAL LOCATION All storm water runoff and surface water from a project must be discharged at the natural location so as not to be diverted onto or away from downstream properties. The manner in which stormwater runoff and surface water are discharged from the project site must not create a significant adverse impact to downhill properties or drainage facilities (see "Discharge Requirements" below). Drainage facilities as described above means a constructed or engineered feature that collects, conveys, stores, treats, or otherwise manages surface water or stormwater runoff. "Drainage facility" includes, but is not limited to, a constructed or engineered stream, lake, wetland, or closed depression, or a pipe, channel, ditch, gutter, flow control facility, flow control BMP, water quality facility, erosion and sediment control facility, and any other structure and appurtenance that provides for drainage. Note: Projects that do not discharge all project site runoff at the natural location will require an approved adjustment of this requirement (see Section 1.4). DPER may waive this adjustment, however, for projects in which only a small portion of the project site does not discharge runoff at the natural location and the runoff from that portion is unconcentrated and poses no significant adverse impact to downstream properties. The project threshold area lies within a critical aquifer recharge area and proposes to manage all required stormwater management flows on -site and install a perforated CMP detention pipe with gravel finger drains below the pipe to infiltrate the stormwater into the native outwash soils. This will allow for the project to introduce stormwater runoff back into the native outwash soils that will help to recharge local aquifers and reduce contributions to localized downstream flooding. The remainder of the site that will remain undisturbed, consisting of native vegetation and forest located along the north and west sides of the property, will maintain existing natural drainage courses. CORE REQUIREMENT #2: OFFSITE ANALYSIS All proposed projects must submit an offsite analysis report that assesses potential offsite drainage and water quality impacts associated with development of the project site, and that proposes appropriate mitigation of those Impacts. The initial permit submittal shall include, at minimum, a Level 1 downstream analysis as described in Section 1.2.2.1 below. if impacts are identified, the proposed projects shall meet any applicable problem -specific requirements specified in Section 1.2.2.2 (p. 1-32) for mitigation of impacts to drainage problems and Section 1.2.2.3 (p. 1-35) for mitigation of impacts to water quality problems. A Level 1 downstream analysis is provided and is discussed in detail in Section 3 of this report. CORE REQUIREMENT #3: FLOW CONTROL All proposed projects, including redevelopment projects, must provide onsite flow control facilities to mitigate the Impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, and replaced impervious surface targeted for flow mitigation as specified in the following sections. Flow control facilities must be provided and designed to perform as specified by the area -specific flow control facility requirement in Section 1.2.3.1 (p. 1-39) and in accordance with the applicable flow control facility Implementation requirements in Section 1.2.3.2 (p. 1-50). The project is in a Conservation Flow Control Area and will be required to provide Level 2 flow control, as established from the City of Federal Way Flow Control Applications Map, which was also conveyed to the project team in the pre -application meeting. The project is planning to install perforated CMP detention pipes that will infiltrate 100% of the stormwater runoff on -site into the native outwash soils up to and including the 100-year �C JACOBSON storm event. Any stormwater above the 100-year stormwater elevation, will be conveyed to the public storm system in 26" Ave SW. CORE REQUIREMENT #4: CONVEYANCE SYSTEM All engineered conveyance system elements for proposed projects must be analyzed, designed, and constructed to provide a minimum level of protection against overtopping, flooding, erosion, and structural failure as specified in the followinggroups of requirements: "Conveyance Requirements for New Systems, 'Section 1.2.4.1 (below) "Conveyance Requirements for Existing Systems, " Section 1.2.4.2 (p. 1-56) "Conveyance System Implementation Requirements, " Section 1.2.4.3 (p. 1-57) The project will ensure that all stormwater drainage pipes are sized accordingly to convey the 100-year storm event. A conveyance sizing analysis has been performed and presented as part of this engineering permit submittal and can be found in Section 5 and Appendix D of this report. CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL All proposed projects that will clear, grade, or otherwise disturb the site must provide erosion and sediment controls to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. All proposed projects that will conduct construction activities onsite or offsite must provide stormwater pollution prevention and spill controls to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent storm water systems or watercourses. To prevent sediment transport and pollutant discharges as well as other impacts related to land -disturbing and construction activities, Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures that are appropriate to the project site must be applied through a comprehensive Construction Stormwater Pollution Prevention (CWWPP) plan as described in Sections 1.2. 5.1 and 1.2. 5.3 and shall perform as described in Section 1.2.5.2. In addition, these measures, both temporary and permanent, shall be implemented consistent with the requirements in Section 1.2.5.3 that apply to the proposed project. A concept ESC plan with requirements for the Contractor to provide and implement a design for a system to treat construction runoff to no more than 25 NTU's over baseline is included with the submittal. A baseline will be established at the start of construction and the contractor will be required to maintain levels no greater than 25 NTU's above this level. Our experience is that this approach is much more realistic for both the bidding Contractor, development design engineer, and the municipalities who are permitting and inspecting. We have found that if we take a "snapshot in time" of what an ESC system may be and put that on the plans, it cannot consider all the phasing required to construct the project and does not account for the contractors means and methods for how to manage a construction site. So often the bidding contractor submits a change order to the owner, saying we bid "the included ESC plan", but that design didn't include any pump and filtration systems that may be necessary in conjunction with traditional sediment settlement facilities, to treat the construction runoff to allowable discharge levels that work with the contractors means and methods. A SWPPP has been prepared by the general contractor, FORMA, and is included in Appendix E of this report. CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS Maintenance and operation of all drainage facilities is the responsibility of the applicant or property owner, except those facilities for which King County assumes maintenance and operation as described below and in KCC 9.04.115 and KCC 9.04.120. Drainage facilities must be maintained and operated in accordance with the maintenance standards in Appendix A of this manual, or other maintenance standards as approved by King County. JG JACOBSONR 6 A Maintenance and Operations Manual has been prepared and provided in Appendix C of this report. CORE REQUIREMENT #7: FINANCIAL GUARANTEES All drainage facilities constructed or modified for projects must comply with the financial guarantee requirements in King County Ordinance 12020 and the liability requirements of King County Code 9.04.100, excepting those privately maintained flow control BMPs not serving a private road designed for 2 or more lots. There are two types of financia/guarantees for projects constructing or modifying drainage facilities. These areas follows: The drainage facilities restoration and site stabilization guarantee The drainage defect and maintenance guarantee. The owner of the proposed project, Federal Way Public Schools (FWPS), is a public agency and is not subject to bonding requirements. The project team has not been made aware of any financial guarantees that the City of Federal Way may require, but FWPS is open to discussions to find a mutually agreeable solution should one be required. CORE REQUIREMENT #8: WATER QUALITY All proposed projects, including redevelopment projects, must provide water quality (WQ) facilities to treat the runoff from those new and replaced pollution generating impervious surfaces and new pollution generating pervious surfaces targeted for treatment as specified In the following sections. These facilities shall be selected from a menu of water quality facility options specified by the area -specific facility requirements in Section 1.2.8.1 (p. 1-71) and implemented according to the applicable WQ implementation requirements in Section 1.2.8.2 (p. I- 80). Water Quality treatment is being provided for all of the targeted areas required, which will provide Enhanced Basic Water Quality Treatment via four Filterra vaults. See Section 4, Part E, for additional discussion on water quality treatment provided by this project. CORE REQUIREMENT #9: FLOW CONTROL BMP'S All proposed projects, including redevelopment projects, must provide onsite flow control BMPs to mitigate the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, existing impervious surfaces, and replaced impervious surface targeted for mitigation as specified In the following sections. Flow control BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in this section and the design specifications for each BMP in Appendix C, Section C.2. Flow control BMPs are methods and designs for dispersing, infiltrating, or otherwise reducing or preventing development -related increases in runoff at or near the sources of those increases. Flow control BMPs include, but are not limited to, preservation and use of native vegetated surfaces to fully disperse runoff; use of other pervious surfaces to disperse runoff; roof downspout infiltration; permeable pavements; bioretentlon; limited infiltration systems; and reduction of development footprint. The project proposes to manage all required stormwater management flows on -site and install perforated CMP detention pipes with gravel finger drains below the pipe to infiltrate stormwater into the native outwash soils. The remainder of the site that will remain undisturbed, consisting of native vegetation and forest located along the north and west sides of the property, will maintain existing natural drainage courses via overland sheet flow. SPECIAL REQUIREMENT #1: OTHER ADOPTED AREA -SPECIFIC REQUIREMENTS If a proposed project is in a designated Critical Drainage Area or in an area included in an adopted master drainage plan, basin plan, salmon conservation plan, stormwater compliance plan, flood hazard management plan, lake management plan, or shared facility drainage plan, then the proposed project shall comply with the drainage requirements of the Critical Drainage Area, master drainage plan, basin plan, salmon conservation plan, stormwater �C JACOBSON compliance plan, flood hazard management plan, lake management plan, or shared facility drainage plan, respectively. To the best of our knowledge, there are no adopted area -specific requirements in the area of the proposed project site development that would impact the current King County Surface Water Design Manual (KCSWDM) requirements for this project. Therefore, the project will adhere to the requirements set forth in the 2016 KCSWDM and addendums per City of Federal Way Addendum to the King County Surface Water Design Manual (January 8, 2017). SPECIAL REQUIREMENT #2: FLOOD HAZARD AREA DELINEATION Flood hazard areas are composed of the 100 year floodplain, zero -rise flood fringe, zero -rise floodway, FEMA floodway, and channel migration zones as described in KCC 21A.24. if a proposed project contains or is adjacent to a flood hazard area as determined by DPER, this special requirement requires the project to determine those components that are applicable and delineate them on the projects site improvement plans and recorded maps. Reviewing FEMA Flood Insurance Rate Map (FIRM) Number 53033C125OG (See Figure 11 - 100 Year Floodplain), the proposed project site area is not located within a 100-year floodplain (Zone X). SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES Flood protection facilities, such as levees and revetments, require a high level of confidence in their structural Integrity and performance. Proper analysis, design, and construction is necessary to protect against the potentially catastrophic consequences if such facilities should fail. Reviewing FEMA Flood Insurance Rate Map (FIRM) Number 53033C125OG (See Figure 11 - 100 Year Floodplain), the proposed project site area is not located within a 100-year floodplain and not located adjacent to any rivers, streams, creeks, or other water bodies, and does not have any existing flood protection facilities installed on the existing school campus, nor are any new flood protection facilities proposed to be installed or warranted for this project. SPECIAL REQUIREMENT #4: SOURCE CONTROL Water quality source controls prevent rainfall and runoff water from coming into contact with pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate water quality standards or County stormwater discharge permit limits. A Stormwater Pollution Control Manual for citizens, businesses, and industries to identify and implement source controls for activities that often pollute water bodies. King County provides advice about source control implementation upon request. The County may, however, require mandatory source controls at any time through formal code enforcement if complaints or studies reveal water quality violations or problems. No structural improvements are proposed that will require source controls to be implemented for this project. SPECIAL REQUIREMENT #5: OIL CONTROL Projects proposing to develop or redevelop a high -use site must provide oil controls in addition to any other water quality controls required by this manual. Such sites typicallygenerate high concentrations of oil due to high traffic turnover, on -site vehicle or heavy or stationary equipment use, some business operations, e.g., automotive recycling, or the frequent transfer of liquid petroleum or coal derivative products. The subject project is not considered a high -use site and therefore will not require oil controls to be installed �C JACOBSON R 3. OFFSITE ANALYSIS FIELD INSPECTION Site visits were made in the fall of 2020 and winter of 2021 to gather information about the existing drainage system, including a Level 1 Downstream Analysis. The project survey, existing record drawings and City GIS information have also been utilized as a resource for the discussion below. Please refer to Downstream Analysis below for more information. DRAINAGE SYSTEM PROBLEM DESCRIPTIONS The school district, or City of Federal Way to our knowledge, has not raised concerns about any existing drainage problems. As such, no drainage problems are anticipated to be present in the redevelopment as a result of previously existing problems. UPSTREAM ANALYSIS There are not upstream drainage areas that currently contribute runoff to the Olympic View K8 School property. However, redevelopment of the frontages along both SW 327' ST and 26' Ave SW, will result in a portion of new roadway to be constructed where either gravel parking or rolled curb exists, respectively. Both streets are proposed to be reconditioned with a grind and overlay, which does not trigger stormwater detention or water quality treatment measures to be implemented. The amount of new plus replaced impervious surfacing in the right-of-way, which consists of concrete sidewalks and new plus replaced asphalt roadway is 12,630 square -feet, which is more than the 10,000 square -foot flow control threshold and therefore will trigger stormwater flow control requirements. Per previous coordination with the City of Federal Way, stormwater from the right-of-way will not be physically routed to a detention or infiltration facility either on site or within the right-of-way. In lieu of this, the on -site detention and infiltration systems have been sized to over -detain and over -infiltrate as if the right-of-way improvements were being routed to those systems, see Figure 6 — Proposed Drainage Basins. The amount of new PGIS asphalt pavement is 4,820 square - feet, which is less than the 5,000 square -foot threshold for water quality treatment and therefore will not be provided. DOWNSTREAM ANALYSIS The existing on -site piped stormwater conveyance connection to the existing public storm system in the right-of- way, is located at the SE corner of the property (See Figure 10 - City OLVOutfa//POC). The point of compliance for the site is at the approximate intersection of 26' Ave SW and SW 323'd ST, where the stormwater runoff flows along 26' Ave SW and a portion of SW 323d ST to the west, including approximately half of the cul-de-sac for 26' PL SW, converge and outfall to the existing private Lake Ponce de Leon. There are three drainage basins located on the existing development (See Figure 4 - Existing Conditions). A portion of Basin A collects stormwater runoff from the roof and pavements on the south and east sides of the site and is drained to a series of catch basins and piped conveyance system. The stormwater from this basin enters the city's storm drainage system in the SE corner of the site as described above. The remaining portions of Basin A (central and north sub -basins) sheet flow stormwater runoff across landscape areas and vegetated slopes and drains onto the pavement in 26' Ave SW. Basin B is located on the west side of the site and drains stormwater via overland flow across the existing asphalt play surfacing, play field, and adjacent grass hillside to the west that generally drains from south to north with two apparent flow paths, one to the west hillside and the other to the northwest corner. These flow paths are approximate and not clearly defined as there are no defined conveyance ditches or channels are assumed to drain onto the neighboring residential properties to the west. The last drainage basin, Basin C, is located between the existing field and property line and consists of sloped vegetated and forest that slopes to the north, and also includes approximately half the grass playfield. miC JACOBSON p Main Site, South and East (Basin A) Stormwater runoff that is collected and conveyed to the southeast corner of the property, is conveyed to the public storm drainage system that varies in pipe size and material ranging from 12-inch diameter to 32-inch diameter and concrete and corrugated metal pipe, respectively. The stormwater travels through the existing City storm drainage system to the north along 26th Ave SW until it reaches the intersection of 26th Ave SW and SW 325th ST, at which point the stormwater is conveyed to the northeast direction through a 30-inch diameter concrete pipe that outfalls into in a private lake listed on Google Maps as Lake Ponce de Leon. The lake outfall is located roughly 1,200 feet from the existing Olympic View Elementary School stormwater POC (See Figure 9 - Downstream Analysis). West (Basin B) and North (Basin C) The north and west sides of the existing school campus sheet flows stormwater across the site to the north, northeast, northwest, and west directions as described above where it is believed, based on contour data, the stormwater runoff makes its way to the cul-de-sacs of 26th PL SW, SW 324th PL, and 29th Ave SW through or across neighboring residential properties. The stormwater runoff then sheet flows along existing rolled curb and gutters until the stormwater is collected in catch basins in SW 323rd ST and conveyed either west or east. Stormwater along the curb flowline travels west to roughly the intersection of SW 323rd ST and 32nd Ave SW, where it is a quarter mile (0.25 mi) from where the stormwater runoff from the site enters the public street and drainage system. A portion of stormwater runoff along 26th PL SW, travels north, then east along SW 323rd ST until is eventually discharged to private Lake Ponce de Leon (See Figure 8 - Downstream Quarter Mile Map). MITIGATION OF EXISTING OR POTENTIAL PROBLEMS The school district, or City of Federal Way to our knowledge, has not raised concerns about any existing drainage problems. As such, no drainage problems are anticipated to be present in the redevelopment as a result of previous existing problems. �C JACOBSON 10 4. FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY (PART A) The existing site totals 9.42 acres and consists of the existing school building, parking lots, landscaping, sidewalks, hard and soft play areas, and sports field. The stormwater for the existing building and south and east sides of the school generally drains to the SE corner of the site via a series of downspout tightlines and catch basin and conveyance pipes, where it discharges into the public storm system in 261h Ave SW and continues to flow to the north. The remainder of the site on the west and north sides of the existing school campus sheet flows as overland flow across the property and onto adjacent residential properties with some of the stormwater possibly draining to either cul-de-sac in 29' Ave SW, SW 324' PL, or 261h PL SW streets. There are no offsite flows coming on the property. Table 1 below summarizes the land cover characteristics of the of the existing current site (See Figure 4 - Existing Conditions) excluding 30-ft ROW Dedication property adjustment. TABLE 1 — EXISTING SITE CONDITIONS — AREA BREAKDOWNS Land Cover Area (acres) Impervious Area 3.46 Landscape Area 3.69 Forested Area (Undisturbed) 2.27 Total Site 9.42 % Impervious of Site 36.7% DEVELOPED SITE HYDROLOGY (PART B) Proposed site redevelopment will consist of the removal of the existing school building, existing gravel parking lot (along SW 3271h ST), asphalt parking lots and drive aisles, concrete and asphalt sidewalks, playground, portable buildings, and landscaping. The proposed project consists of redeveloping the entire school campus except for approximately 2.3 acres of forested and vegetated land located along the west and north sides of the property, which will remain undisturbed. The associated site redevelopment will include a new school building, an outdoor natural learning environment, an asphalt parking lot (staff and visitor) with a queuing and drop off lane, an asphalt bus loading area w/ staff parking, asphalt playground (soft and hard play), concrete plaza/sidewalks, and grass playfield with perimeter asphalt walking path/track. Storm water mitigation will be required for construction of the new project redevelopment. This will include all disturbed site areas. Table 2 summarizes the land cover characteristics of the proposed redevelopment with the 30-ft ROW Dedication property adjustment on SW 3271h ST (See Figure 5 — Proposed Conditions). TABLE 2 —DEVELOPED SITE CONDITIONS AREA BREAKDOWN Land Cover Area (acres) Impervious Area 5.13 Landscape Area 1.79 Forested Area (Undisturbed) 2.26 Total Site 9.18 % Impervious of Site 55.9% �C JACOBSON 11 PERFORMANCE STANDARDS (PART C) The project is in a Conservation Flow Control Area and will be required to provide Level 2 flow control area, as established from the City of Federal Way Flow Control Applications Map and conveyed to the project team in the pre -application meeting. In accordance with the 2016 KCSWDM manual, MGS Flood Version 4 (an accepted continuous -modeling software) will be used to model the runoff from existing and proposed site drainage basins. Existing site development conditions were modeled as having forested surface cover. However, since the project is proposing to infiltrate 100% of the stormwater runoff into the native outwash soils up to and including the 100- year storm event, the project is not required to match existing stormwater flow durations. FLOW CONTROL SYSTEM (PART D) Flow control for the disturbed site areas of the redeveloped property will be provided by perforated CMP detention pipes and gravel finger drains centered below the pipe to infiltrate the stormwater for flows up to and including the 100-year storm into the native outwash soils. U sing an infiltration rate of 7.8-inches per hour for CMP Detention System #1 and 7.5-inches per hour for CMP Detention System #2, indicate that 27,760 cubic feet of stormwater detention is required to be collected and infiltrated on -site. The proposed CMP detention/infiltration system provides 30,060 cubic feet and includes 6-inches of sediment storage and 6-inches of freeboard at top of pipe, and a design factor of safety of roughly 5.0%. The storm detention/infiltration system is currently split into two separate systems with CMP Detention System #1, using an infiltration rate of 7.8-inches per hour, will infiltrate stormwater runoff for the north and east portions of site (play field, asphalt play, a portion of building roof area, fire lane, east parking lot, and sized for 261h Ave SW frontage improvements). The CMP Detention System #2 with infiltration of 7.5-inches per hour, will collect and infiltrate stormwater runoff from the south portion of the site (parking lot, bus loop drive, a portion of building roof area, and sized for SW 3271h St frontage improvements). Stormwater runoff from the central courtyard plaza space on the east side of the building will be drained to a rain garden and infiltrated into the native outwash soils up to the 100-year storm with stormwater runoff above the 100-year storm to be conveyed to the storm system as emergency overflow. See Figure 6 — Proposed Drainage Basins. See Appendix A for Flow Control Calculations. WATER QUALITY SYSTEM (PART E) Water quality treatment is provided for the pollution generating impervious asphalt parking lot, and parent pickup - drop off and bus loading driveway located on the east and south sides of the site, as well as the under -drained grass field, which is considered a pollution generating pervious area. For the under -drained play field, asphalt parking lots, and bus loading driveway, the project proposes to install four 46 Filterra vault systems that will be installed upstream of detention prior to infiltrating the stormwater runoff on - site. The Filterra vaults meet the City's stormwater code requirement for water quality treatment. Upstream of the Filterra vaults installed in parking areas, the project also proposes to install three Contech CDS Separators, which would be used to separate out any solids (debris, trash, etc.) prior to stormwater entering the water quality treatment and infiltrating detention systems, which will help to maintain and increase the overall life of the storm system. Water Quality Calculations for the sizing of the water quality treatment facilities were performed by Filterra representatives in WWHM and are included in Appendix A. .jC JACOBSON 12 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN This section discusses the criteria that will be used to analyze and design the proposed storm conveyance system. CONVEYANCE STANDARDS The conveyance systems have been designed to meet the requirements set forth in Chapter 4 of the 2016 KCSWDM. The requirements and how they are met are described below: 1. Facilities must convey the 100-year flow without overtopping the crown of the roadway, flooding buildings, and if sheet flow occurs it must pass through a drainage easement. Drainage facilities have been designed so that the 100-year storm is fully contained within the drainage system. No flooding within the roadways or buildings would occur during a 100-year storm event. No sheet flow to neighboring properties is anticipated. 2. New pipe systems and culverts must convey the 25-year flow. New pipe systems are designed to convey the 25-year flow, and no culverts are proposed with the project. 3. Bridges must convey the 100-year flow and provide a minimum of two feet, varying up to six feet, of clearance based on 25% of the mean channel width. No bridges are proposed with this project. 4. Drainage ditches must convey the 25-year flow with 0.5 feet of freeboard and the 100-year flow without overtopping. No drainage ditches are proposed with this project. 5. Floodplain crossings must not increase the base flood elevation by more than 0.01 feet and shall not reduce the flood storage volume. Piers shall not be constructed in the FEMA floodway. No floodplain crossings or piers are proposed with this project. 6. Stream crossings shall require a bridge for Class 1 streams that does not disturb or banks. For Type 2 and Type 3 streams, open bottom culverts or other method may be used that will not harm the stream or inhibit fish passage. No stream crossings are proposed with this project. 7. Discharge at natural location is required and produce no significant impacts to the downstream property. This project site contains soils conducive to infiltration and proposes to infiltrate site stormwater up to the 100-year storm. Storm water in excess of the 100-year flow will be piped downstream to a natural discharge location. DEVELOPED STORM SYSTEM DESCRIPTION Existing Conditions The existing conveyance system consists of a series of pipes collecting surface water and roof runoff through a series of catch basins and storm pipes. The existing storm system discharges to the existing 32-inch storm main in 26t" Avenue SW adjacent to the property. The existing system contains no water quality, flow control, or infiltration facilities. Developed Conditions Stormwater from the site will be collected in pipes ranging from 6-inch to 18-inch diameter and routed to one of three infiltration facilities. The proposed infiltration facilities include two infiltration pipe systems and one infiltrating rain garden. Water quality treatment for surface water from pollution generating surfaces will be provided by one of four Filterra water quality treatment vaults prior to infiltration. The three infiltration facilities have been sized to infiltrate up to the 100-year storm with any flow in excess being discharged and piped downstream to the existing 32-inch storm main in 26t" Avenue SW. �C JACOBSON 13 The conveyance analysis for the redevelopment has been performed using Autodesk Storm and Sanitary Analysis (SSA) for each sub -basin within the site, following the 2016 King County Surface Water Design Manual standards for conveyance analysis. This analysis uses the storm network designed in Civil 3D to perform the conveyance analysis and backwater calculations for the designed storm system. From the Civil 3D model, SSA can extract pipe size, length, slope and invert elevations, along with the rim elevation for each cleanout, catch basin, or manhole. King County Compliance In order to meet King County requirements for conveyance analysis, settings within SSA were updated to reflect the correct analysis options. Because the site is less than 10 acres, Table 3.10 — Acceptable Uses of Runoff Computation Methods in the KCSWDM states that the analysis should be performed using the Modified Rational Method, the time of concentration should be set to 6.3 minutes for all runs, and Link Routing is set to "Hydodynamic" for SSA to calculate backwater analysis within the model. These system settings can be seen in Figure 20 — SSA Settingswithin Appendix D. With SSA set to use the Modified Rational Method (QR=C*IR*A), the "C", "IR" and "A" values must be entered into the program in order for it to calculate the QR for the proposed system. The first step in these calculations was to find the catchment area in acres for each structure on site, which can be seen in Figure 17— Catchment Areas, within Appendix D. These areas are then input as the "A" within the characteristics for each structure in SSA. With the catchment areas calculated for each structure, the "C" values could then be found for each of those sub - basins. This value was calculated by first finding the total pervious and impervious surface area for each sub -basin. Using a "C" value of 0.25 for pervious lawn areas, and 0.90 for impervious pavement (Table 3.2.1.A — Runoff Coefficients, 2016 KCSWDM), a weighted "C" value was found for each area, as seen in Table 7 — C Value Calculation, found in Appendix D, and entered into SSA for each subbasin. The final value to input for SSA to use the Modified Rational Method is "IR", which is input as a system setting, rather than a characteristic for each sub -basin. To do this, an IDF curve is created within SSA for the design storm, which in this case is the 100-year 24-hour storm. Using the equations within section 3.2.1 — Rational Methodof the KCSWDM for "IR" OR = PR * iR, where iR = aR * Tc -bR) the IDF curve could be created within SSA. To begin, PR is calculated to be 4.3 using Figure 3.2.1.D — 100- Year 24-Hour Isopluvials (See Figure 16 — Isopluvial Map in Appendix D). The time of concentration, "Tc", is set at a constant 6.3 minutes, while aR and bR are values found in Table 3.2.1.13 — Coefficients forthe Rational Method"V' Equation within the KCSWDM, which are 2.61 and 0.63, respectively. Detailed calculations showing the correlation between King County formulas and the SSA IDF curve can be seen below and in Figure 18 — IDFCurve in Appendix D. KCSWDM: IR=PR*aR*Tc-bR=(4.3in*2.61*6.3min -0.63)=3.519in/hr SSA: i = B / (Tc + D)E _ (11.223) / (6.3 + 0)0.63 = 3.519 in/hr A node referred to as an Outfall is also an important part of computing a conveyance analysis within SSA. This particular site has four outfalls representing the four points of discharge to the proposed infiltration pipes. Outfalls within SSA are where initial tailwater elevations are input to conduct a backwater analysis. To provide the most conservative analysis, the initial tailwater elevation is set to the maximum water surface elevation within the infiltration pipes. Details for site outfalls can be found in the SSA results in Table 4 — Site Outfa/ls in Appendix D. Results The results provided by SSA are included in Appendix D. These results are broken down into four tables with the analysis for each pipe, outfall, structure and subbasin in the model. Table 3 — Pipe Analysis in Appendix D includes the length, slope, size, upstream and downstream structures, entrance and exit losses, available capacity, and peak flow within each pipe. Note that pipes labeled as "Surcharged" or ">Capacity" are acceptable in this case because the King County requirement for the conveyance system states that the rim of each structure cannot be overtopped, therefore a surcharged pipe does not signify requirements not being met. �C JACOBSON 14 Table 4 — Site Outfalls shows the results for each outfaIIon site. This table includes peak flow at each infiltration pipe inlet and fixed water elevation, which in this case is set to the max water surface elevation in each infiltration pipe. Table 5 — Structure Analysis is a summary of all cleanouts, catch basins and manholes within the conveyance system. This table contains the rim elevations, outlet pipe elevations, peak inflow, max HGL, and minimum freeboard. The minimum freeboard attained is critical in this table as any value over zero demonstrates that the requirement not to overtop the rim of any structure has been met. Table 6 — Subbasin Summary lists the total area, structure it drains to, weighted C value, rainfall intensity, and time of concentration. To accompany these results, calculations for the weighted C value can be found in Table 7 C Value Calculation and Figure 17 — Catchment Areas in Appendix D showing how each subbasin area was calculated and included in the C value calculations. Also included in Appendix D, are profiles of the conveyance system illustrating the max water surface elevation and HGL in each pipe and structure. See Figure 19 — SSA Profile Layout in Appendix D for clarification on which structures are included in each profile sheet. OUTFALLS All stormwater runoff up to the 100-year storm will be infiltrated on site, any storm water in excess of the 100-year storm will be conveyed offsite therefore the energy dissipation requirements of 1.2.3-3 do not apply to this project. .jC JACOBSON 15 6. SPECIAL REPORTS AND SUMMARY Please refer to Geotech Report by Associated Earth Sciences Inc. - "SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, INFILTRATION DESIGN, AND GEOTECHNICAL ENGINEERING REPORT" — MARCH 30, 2021. �C JACOBSON 16 7. OTHER PERMITS Land Use Process III Approval Building Permit — Main Building Building Permit — Gabion Retaining Wall Engineering (EN) Permit — Civil Site and Right -of -Way NPDES Permit — Department of Ecology (Construction Stormwater) �C JACOBSON 17 8. CSWPP ANALYSIS AND DESIGN This section lists the requirements that were met when designing the TESC Plan for this site. The project will be publicly bid and a sub -contractor, an earthwork and utility contractor, will be determined at a future date, who will implement the TESC measures for the project during construction. STANDARD REQUIREMENTS Erosion/Sedimentation Plan shall include the following: 1. Clearing Limits— Construction limits are delineated on the project erosion control plans and shall be physically surveyed and marked on site. 2. Cover Measures— Contractor will use plastic sheeting, hydroseeding, and mulching to protect soils from erosion. Gravel borrow or "hog fuel" may be used in areas of excessively moist soils that will support building or traffic loads. 3. Perimeter Protection— Temporary construction fencing will be used to delineate and protect the project clearing limits and provide a secure site. Silt fencing and straw wattles will be used to prevent sediment -laden water from discharging from the site. 4. Traffic Area Stabilization— Stabilized construction entrances, wheel wash, gravel borrow, and quarry spalls will be used for traffic area stabilization. Additional gravel borrow or "hog fuel" may be used in areas of excessively moist soils that will support building or traffic loads. 5. Sediment Retention— Site temporary erosion and sediment control plans will include a sediment pond and catch basin protection to provide sediment control. 6. Surface Water Collection— Interceptor swales will be used in the appropriate areas of the site to collect stormwater runoff. The swales are then routed to the sediment pond. 7. DewateringControl— Dewatering is not necessary for this site; therefore, no dewatering control measures are implemented. 8. Dust Control— All haul roads on site will be consist of gravel borrow or quarry spalls to minimize dust on site. Dry soils will be appropriately sprinkled with water to limit airborne dust during dry weather. 9. Flow Control— Flow control during construction will be provided using the temporary sediment pond. Discharge from the facilities will be restricted and will therefore serve as a flow control measure. These measures will be sized to meet the requirements in Appendix D Section D2.1.5.2 of the KCSWDM. See Appendix A for Engineering Calculations. 10. Control Pollutants— BMPs shall be implemented to prevent or treat contamination of stormwater runoff by pH modifying sources. Carbon dioxide sparging, using dry ice or a gas diffuser as a source of CO2 will be used as needed to adjust the pH level and prevent discharge of water with elevated pH levels to the City's Storm System. In addition, dust control will be implemented as needed to prevent fugitive dust during the treatment process. In addition, all waste materials from the site will be removed in a manner that does not cause contamination of stormwater. 11. Protect Existing and Proposed Flow Control BMPs— Proposed FCBMPs consist of full dispersion, and protection of native vegetation. The dispersion path and the native vegetation will be protected with silt fencing and perimeter construction fencing. 12. Maintain BMPs— BMPs for the project will be monitored for effectiveness on a regular basis. The Construction Stormwater Pollution Prevention (CSWPP) Supervisor will typically monitor the BMPs and ensure they are repaired and replaced as necessary. �C JACOBSON C 13. Manage the Project— The project will be phased to take weather and seasonal work limits into account. The BMPs will be inspected maintained and repaired as needed to ensure their intended performance. Site inspections and monitoring will be in accordance with the Construction Stormwater General Permit, specific BMP conditions and the City of Federal Way requirements. The SWPPP will be maintained and updated and any updates will be coordinated with the site inspector. ESC PLAN ANALYSIS AND DESIGN (PART A) 1. Justify ESCPlan— The justification for the ESC measures is provided above. 2. Hydrologic and Hydraulic Information— Sediment ponds and interceptor swales are proposed for the project. Sizing for the sediment ponds was performed to meet the requirements in Section D.2.1.5.2 of the 2016 KCSWDM. See North Basin TESC and South Basin TESC in Appendix A for sizing calculations. 3. Areas Susceptible to Erosion— Areas at higher risk of erosion will be covered with plastic sheeting to ensure no sediment will enter the wetlands or stream. 4. Special Report Recommendations— No additional recommendations, beyond what is provided in the Geotechnical Engineering Report, has been provided for the project. 5. Exceptions or Modifications— No exceptions or modifications to the standards detailed in Appendix D of the 2016 KCSWDM is proposed for this project. SWPPPS PLAN DESIGN (PART B) A SWPPP has been prepared for this project by the GC/CM for the project, FORMA Construction, and is included in Appendix E, Stormwater Pollution Prevention Plan (SWPPP). �C JACOBSON 19 9. BOND QUANTITIES, FACILTY SUMMARIES, AND DECLARATION OF COVENANT BOND QUANTITIES WORKSHEET A Bond Quantity Worksheet (BQW) is required for the proposed frontage improvements for both 261h Ave SW and SW 327' ST and also the on -site and off -site TESC measures that will be temporarily installed during construction. A completed BQW is provided in Appendix F of this report. FLOW CONROL AND WATER QUALITY FACILITY SUMMARY SHEET AND SKETCH Flow Control and Water Quality Facility Summary Sheets and sketches are included in Appendix F of this report. DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMP'S King County's standard Declaration of Covenant for Inspection and Maintenance of Stormwater Facilities and BMP's is included in Appendix F of this report for City of Federal Way review and comment prior to recording with the county. It is anticipated that this would be just one document that would be utilized for all the new facilities installed as part of this project: 1) Perforated CMP Detention Pipes, 2) Filterra Water Quality Vaults, 3) Bioretention Facility (Rain Garden), and 4) Contech CDS Separators. miC JACOBSON 20 10. OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual has been prepared for this project and is included in Appendix C, Operation and Maintenance Manual. �C JACOBSON 21 11. FIGURES Figure 1 — TIR Worksheet Figure 2 —Vicinity Map Figure 3 — Project Minimum Requirements Flow Chart Figure 4 — Existing Conditions Figure 5 — Proposed Conditions Figure 6 — Proposed Drainage Basins Figure 7 — Water Quality Drainage Basins Figure 8 — Downstream Quarter Mile Map Figure 9 — Downstream Analysis Exhibit Figure 10 — City OLV Outfall POC Figure 11 — 100 Year Floodplain Figure 12 — Soils Map Figure 13 — Drainage Complaints Figure 14 — Erosion Hazard Figure 15 — Sensitive Areas Figure 16 — 100-Year Isopluvial Map (See Appendix D) Figure 17 — Catchment Areas (See Appendix D) Figure 18 — IDF Curve (See Appendix D) Figure 19 — SSA Profile Layout (See Appendix D) Figure 20 — SSA Settings (See Appendix D) =iC JACOBSON 22 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner FWPS Rep. (Mike Kwaske) Phone (503) 477-2036 Address 33330 8th Ave South Federal Way, WA 98003 Project Engineer Sascha Eastman Company Jacobson Consulting Engineers Phone (206) 426-2600 Part 3 TYPE OF PERMIT APPLICATION M Landuse (e.g.,Subdivision / Short Subd. / UPD) Zf Building (e.g.,M/F / Commercial / SFR) �Z.Clearing and Grading CI Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Olympic View Elementary K-8 DPER Permit # N/A Location Township 21 N Range 3 E Section 13 Site Address 2626 SW 327th ST Federal Way, WA 98033 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) & Full Type of Drainage Review ❑ Targeted Plan Type (check 21 ❑ Full (check one): ❑ Simplified one): Modified ❑ Large Project ❑ Simplified Date (include revision ❑ Directed Date (include revision dates): dates): Date of Final: Date of Final: Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: FIGURE 1: TIR WORKSHEET 2016 Surface Water Design Manual 4/24/2016 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: Re: KCSWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: DUMAS BAY Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard 90ther10-YEAR WELLHEAD CAPTURE ZONE ❑ Habitat Protection AR—E.A.E ❑ Part 10 SOILS Soil Type TOP SOIL DENSE SAND ADVANCED OUTWASH Slopes ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs Additional Sheets Attached Erosion Potential SEE GEOTECH REPORT BY AESI - "SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, INFILTRATION DESIGN, AND GEOTECHNICAL ENGINEERING REPORT" - MARCH 30, 2021 FIGURE 1: TIR WORKSHEET 2016 Surface Water Design Manual 4/24/2016 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other Ll ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: Disturbed Redeveloped Site Area (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: CONNECT TO EX. SD Offsite Analysis Level: 1 2 / 3 dated: Flow Control (include facility Level: 103 or Exemption Number summary sheet) Flow Control BMPs Conveyance System Spill containment located at: LAST CB BEFORE PIPE Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: TBD - WILL BE Construction Stormwater Contact Phone: PROVIDED PRIOR TO Pollution Prevention After Hours Phone: PERMIT ISSUEANCE Maintenance and Operation Responsibility (circle one): <Private Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No FWPS TO PROVIDE AS Liability NEGOTIATED WITH C.O.F.W. Water Quality (include facility Type (circle one): Basic / Sens. Lake <nhanced Basic Bog summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Flood plain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: FIGURE 1: TIR WORKSHEET 2016 Surface Water Design Manual 4/24/2016 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control Describe land use: (commercial / industrial land use) Describe any structural controls: Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION , AFTER CONSTRUCTION Clearing Limits 9.Cover tabilize exposed surfaces Y.Remove Measures CI Perimeter Protection and restore Temporary ESC Facilities IJ Clean debris, and remove all silt and ensure Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as Sediment Retention necessary 9Surface Water Collection ❑ Flag limits of SAO and open space preservation ewatering Control areas YIJ ❑ Other ust Control Flow Control Protection of Flow Control BMP Facilities and proposed) ,/(existing IJ Maintain BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description ❑,/Detention IJ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other ❑ Vegetated Flowpath ❑ Wetpool Filtration ❑ Oil Control Spill Control ❑ Flow Control BMPs ❑ Other Pipe / Bldg and Site Filterra Vaults / PGIS Surfaces FIGURE 1: TIR WORKSHEET 2016 Surface Water Design Manual 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other I Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate.__ .�r 9/30/2021 Signed/Date FIGURE 1: TIR WORKSHEET 2016 Surface Water Design Manual 4/24/2016 �C JACOBSON CONSU LTI NO ENGINEERS Project Site [Project Site I. J. : N. 4 M swcsxssn PI rlym lc 'ie Elemntaiv School - r SW 3�6fh St. an.s[rrnai 5W327th5t ri' A -91 La aza+Landscaping ' & Construction ,a ii J o's" so9 Lakeland EllNorth MIRROR LAKE eral Way The Commons 71h St, At Federal Way Way, WA 98023 �I ICITTS LDRNER !• Costco Wholesale Q ii Alg I 0-0 Auuurn Ld I,. `f JI Pacific Fife Heights FIGURE 2: VICINITY MAP �4 SCALE: NTS 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM SECTION 1.1 DRAINAGE REVIEW FIGURE 1.1.2.A FLOW CHART FOR DETERMINING TYPE OF DRAINAGE REVIEW REQUIRED Is the project a single family residential or agricultural project that results in >_2,000 sf of new plus replaced impervious surface or >_7,000 sf of land disturbing activity, results in less than 5,000 square feet of new plus replaced pollution generating impervious surface, results in less than 3/4 acre of pollution generating pervious surfaces AND meets one of the following criteria? • The project meets the Basic Exemption from flow control in Core Requirement #3. Note the Basic Exemption thresholds are applied by project site. • For projects inside the Urban Growth Area on predominately till soils: The project results in no more than 7,947 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 14,941 — 1.88 x (total target impervious surfaces) • For projects inside the Urban Growth Area on predominately outwash soils: The project results in no more than 6,872 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 20,343 — 2.96 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately till soils: The project results in no more than 5,074 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 11,570 — 2.28 x (total target impervious surfaces) • For outside the Urban Growth Area on predominately outwash soils: The project results in no more than 4,000 square feet of target impervious surfaces* as defined in Section 1.1.2.1 AND proposed pervious area is equal to or less than 10,720 — 2.68 x (total target impervious surfaces) • Is an agricultural project that qualifies for the "Impervious Surface Percentage Exemption For Agricultural Projects" detailed in Core Requirement 3 SIMPLIFIED DRAINAGE REVIEW Section 1.1.2.1 No [Yes Note: The project may also be subject to Targeted Drainage Review as determined below. Is the project a single family residential or agricultural project that results in >_2,000 sf of new plus replaced impervious surface or >_7,000 Yes DIRECTED DRAINAGE REVIEW sf of land disturbing activity AND is not subject to Large Project Section 1.1.2.3 Drainage Review as defined in Section 1.1,2.5? No 1 Does the project result in >_2,000 sf of new plus replaced impervious No surface or >_7,000 sf of land disturbing activity? Yes Does the project have the characteristics of one or more of the following categories of projects (see more detailed threshold language on p. 1-15)? 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; or projects within a Critical Drainage Area or Landslide Hazard Drainage Area. 2. Projects proposing to construct or modify a drainage pipe/ditch that is 12" or larger or receives runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects proposing >_$100,000 in improvements to an existing high -use site. No Reassess whether drainage review is required per Section 1.1.1 (p. 1-9). Is the project an Urban Planned Development (UPD), OR does it result in >_50 acres of new impervious surface within a subbasin or multiple subbasins that are hydraulically connected, OR does it have a project site >_50 acres within a critical aquifer recharge area? Yes Yes TARGETED DRAINAGE REVIEW Section 1.1.2.2 No FULL DRAINAGE REVIEW ~ Section 1.1.2.4 I LARGE PROJECT DRAINAGE REVIEW I Section 1.1.2.5 4/24/2016 2016 Surface Water Design Manual l-14 FIGURE 3: PROJECT MINIMUM REQUIREMENTS FLOW CHART Impervious On -Site Areas: Description Quantity Unit [ Asphalt Pavement 28,936 sf Asphalt Walk 46,982 sf Building Roof 57,528 sf Concrete Sidewalk 15,039 sf Gravel 2,140 sf Property Line 414,653 sf Total 150,625 sf N W M W 3� M U) Impervious Off -Site Areas Description Quantity Unit ❑ Asphalt Pavement (ROW) 15,882 sf ❑ Asphalt Walk (ROW) 96 sf ❑ Concrete Sidewalk (ROW) 4,799 sf ❑ Gravel (ROW) 5,201 sf Total 25,978 sf COORDINATE WITH PSE FOR DECOMMISSIONING AND DISCONNECTING POWER TO U SCHOOL AND PORTABLE BUILDINGS. = h N L. I� N W M U J PROTECTEX UTILJTES ALONG THE FROMAGE ANDIN THE M W 3 _ 1) RIGHT-0E-WAY TO REMAIN UNLESS OTHERWISE NOTED. N _____-________-__ J 0�10 --- _-_—__—__—____ SAWCUT AND REMOVE EX \\ CONCRETE SIDEWALK \ , AND ROLLED CURB \ 26TH AVENUE SW 'LP�� M1� i. - i i tti-r�-rf r t r.f i •tf r.-tf t r r .-ftt - - - - - f - BASIN A ri \ REMOVE E%- \ ASPHALT PATH REIM.IREESV(TYP7 (DRAINS TO - PROTECT _ - PROTECT E�XEApS[PHALT IN 2 6 t h AV E S-SAWCAND REMOVE REMOVE EX IXASPfHHGAALTPAVEMENT ASPHALT REMOVE EX FIRE PAVEMENT ND BOLLARDS s ■ ■ ■ ■ ■ ■ A A ■ A A ■ A A ■ . . HYDRANT . A L TOP FENCING REMOVE EX 1 �� ■ \ M M \V Vu AND CUT AND CqI _ - I u PROPERTY LINE UNLESS E OTHERWISE NOTE TOREMAIN D OR BEA NEPIN_PL1lCE _I �. X --�/ UC REMOVE EXISTING PORTABLE BUILDING REMOVE EX BY OWNER CONCRETE PAVEMENT SALVAGE AND REMOVE EX SCHOOL GARDEN PLANTER BOXES AND PLANTS TO BE REUSEDIN NEW GARDEN AREA. COORDINATE WITH ESCAPE ARCHITECT AND OWNER. DEMOLISH EXISTING BUILDING AND ALL ASSOCIATED APPURTENANCES RETIREEXGAS METER BY PSE REMOVEEX REMOVE EX CHAINLINK L BENCHES RYPI FCLOSURE AROUNDNC E EX G GASMETER Call before you �tg. 8 0 15mn® SCALE 1"=30' F CHAry LADDER E CONTRACTOR SHALL UTILIZE 52CBp50a RIM-T, MISTING ON -SITE PARKING LOT PAVEMENT FOR STAGING, IAYDOWN, AND CONTRACTOR PARKING. REMOVE AS REQUIREp FOR CONSTRUCFION PHASING. / C TI PROTECT(1)EX TREES TO REMAIN INTHISAREA j (J REMOVE IX SIGNS(TYR) 1 3 r A . — -- — — — - ■ R 1 1 1 REMOVE - SCHOOLSIIGN REMD�E�'� TEXISTING■ _ M 1 CONCRETESRIP ANDWALKWAYO // J HYDRAN TAND BOLLARDS � < 1 AROUND BUILDING IT" RE ME EXILIGHTPOILE, FIXTURE FO NDATION.AN REMOVE Fx W OIXITE ,p 'A ELECTRICAL CONCUR (TYP) 'SIN C WATFIVMnIN0 REMOVE IX BASKETBALL TEI MBALE POST l-I A I N S T O I ■ STAND FOOOARD, HOOP, AND FOUNWTION \ (K I REMOVE EXISTING "� POST AND FOUNDATION LONG JUMP PIT MOLI\ J■, L 1y.,ry11 `1 — �DEAND ALLSASSOCIATED H EXISTING UILDING 1� 312 3 1 d 'S T / ( J \ �Z90� REMOVE EXISTING APPURTENANCES FTT ■ / / / / / ■ \ ASPHALT PAVEMENT i L� REMOVE IX GTCH BASIN AND .P 3 REMOVE EX PLAYGROUND RRR EQUIPMENT BY OWNER ASSOCIATED STORM PIPING REMOVE EX v R - T-HERBALL POST REMOVE IXISTING \AND FOUNDATION PORTABLEBUILDING REMOVE IX CHMNUNK FENCE BY OWNER I N Y \ III \ I CONTRACTOR HAS OPTION TO USE 1 A \ \ 1 II \\ II DUSTING FENCE AS SUPPLEMENTAL PERIMETER CONSTRUCTON ME METT PROM ESITE EMENTG \ BAA [�M L�IG�RED PLAY ANDS _. J• 1(; ARE METTO PROVIDE BITE SECURRV RTENEANCES, SAFELY PROTOCOLS (1YP). \ . G W POUTS. GURERS. \ 11111 \ ■ DS DRAINAGE PIPING / 11 REMOVEIX REMw.A%PLAY SOCCER GOAL \Z11�MATERIAL (DRAINS TO� • CONTNER _ O • • m 1 ........... .... `.J REMOVE EXANN SW 323ffP N� , �I REASSOfJATIDSTORM IPWNJG . -23tt -AVf~ SW - - - - rAy-ry-t-.-i-r�t-�-ttr-.-ttttr-.ttttrifi- rrrA -ttr-Afi-tt.�.- t�-.-fttHtf-'•-FH PROTECT(2)EX TREES TO REMAIN iIN THIS AREA y REMOVE 111PANTANI AT BOLLARO BE RPID NEW VALVE TO A REUSED AND NEW FIRE HYDRANT AND PIPING TO BE INSTALLED. SEE SHEET C5.5.02 W f�� W y REMOVE EX RAILROAD TIE WALLS AND CONCRETE STAIRS AND HANDRAILS ALONG SW 321TH STREET FRONTAGE(TYR) PROTECT(2)EX ' TREES TO REMAIN IN THIS AREA �- PROTECT (5) a TREESTO REMAIN IN THIS AREA a-hit— MCGRMUKATJ ARCH TECTS r N enomeer_ JACOBSOx CONSULTINGENGINEERS 1. nB.cap..rc H-L WEISMAN DESIGN GRWP PCS STRUCNRAL SOLUTIONS .nl `.npin..r_ WARGIS ENQINGINEEtS trlul ... I...' NNMISENGINEERS I..E s rvlae_ STAFFORD DESIGN S—P PBS ENGINEERING a .. t e rI, I.- survey. MBL p r.j ecl_ OLYMPICVIEW K-B IOLW pent FEDERAL WAY PUBLICSCXOOLS .cat"e FEDERAL G. DERAL WAY. W DERAWA 9B]23 Project N., 201-0 OVERALL DEMOLITION PLAN NOTE: CONTTENT-N.-RIT�ETAAGR,,,�, SHEET HAS BEEN EXISTPAVELAYDR'C'CPRINTED TO BE 11 X1 7 AND NOT TO SCALE FIGURE 4: EXISTING CONDITIONS SCALE 1 "=60' ONSITE Impervious 5.13 AC ::1 Pervious 1.79 AC ❑Undisturbed 2.26 AC TOTAL 9.18 AC ROW ❑ Impervious 0.29 AC L Pervious 0.18 AC TOTAL 0.47 AC FIGURE 5: PROPOSED CONDITIONS 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CBM J JACOBSON /—� �"'� • . 1� ✓ r_ �-� can aay6d 0 6 FIS AVENUE SVN V7s,7 - �� s� 3,�� _ _, , 75l —SS s <_yv SSA ass w SS 1 �s� (MINOR COLLECTOR)+. S v oS—�—S �H� �sd� —serS _ OS \ s� — M — rtrrtrrtrrtrrlllm lmllmmmmlmumlHfHftHM11MlmllmmmmlmumlkuHt"MIImimu �z� _as.��as /� _ — T. — _ -- CMP # CAE — — J / S L / SYSTEMEM ON (D FILTERRA VAULT i / ��,�\" ) /llllll 1111111TI1 111111111111 'i (WATER QUALIT1� 7 0 FILTf A VAULT #2 WAT RQUALITY) ' BASIN BAS I N 1 I`v Impervious 4.05 AC SS Ss ss ss • ss • ss �� / Pervious 1.24 AC MP DE flI'll'1 - z89 - :; • TOTAL 5.29 AC / 111 it os` 5 II v 11 I as as as��aS��as 1— :. �y04 :..:�x �-'` I I / I / \ r < <. BASIN 2 19, vI i i I s w v I I vv ' Impervious 1.06 AC / Pervious 0.42 AC I ,1 II o' �I IA --- TOTAL 1.48 AC ---- — ------ -------,® I r --- — ., BAS N 2� as• a� NI. / o / r I I BASIN 3 _ + BASIN 3 "� ; �� /� �� /� / � % � � I A \ \ \ � \ � `, A I •a••. � �� ....'•; • - � � `, ;•zf '•�:. •.�1 • . ..I I � I �I Impervious 0.30 AC :r I WI Pervious 0.16 AC W i a o TOTAL 0.46 AC I / � // / / �" �p ® 1 FILTERRA VAULT 4 j � •7 I � � (WATE QUALITY) `P •. I / 1 r I - I y 0 I I \ _ I — -- ED 1 \ x (WATER QUALITII �! \\\ M MI M M d 0� I ��- � \Z 4,77 �-282— �I \ �IllIIIIII Y 2 v IIIIIII 284�83 _ uUp_wmwnwuuu Wnu�ttmttr!A — -- — r;— —%;,— 288� __ 28 28(27y_— — — =— r_� 2 // _ —275-- � �� 11 274— — / SD' S7` 31'W 845.70 - - — — — — — — — �f--•iEi� --'—J �3EL--��F —t -- — - _ — — —-�E---� — �— — � —X FIGURE 6: PROPOSED DRAINAGE BASINS 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM � JACOBSON --- o 035 _ Aey _ � _ �..W _ � � �26TWA_VENUE_ SVIl �� J rt (MINOR COLLECTOR) F - \ \ \ ss— ss- ss ss ss ss ss ss ss� �s �s v - �vy v s—rt s"`�� v� v �o o - s�e� -sys vs svo ve� s .. � � cn - - � OS / J < P SIB SONS \ ——= J — �yl 7S �m �z 5z S = ?$ 84 — — as — 283- — i r255I _ _Ms (IS (IS as Q 1 i 2 `CMP DETE ON T J i vsrEM #2 /PPE z— SD a ,ySCALE 28� s - - �N z8s- --- - -- _ --- j �J I 1 =60 �= �8'' o n — \ \ ( ' (WATER QUALITY) / / / /1�1IIINlI l V � A------ In— � �lw-- � —n�!!�'�//l//% I•' A V 1 FT 7177u i — /FILTE AVAULT#2 R QUALITY) 1 .. lQ � WQ#1 Impervious 1.05 AC � /� //1�/1 � ss ss s s ss ss ss ss ss • ° • � (� VAV/ 1�C1 L o MP DE ENTI �� ry� I Pervious 0.01 AC YSTEM 1 _ -2a� TOTAL 1.06 AC as WQ#2 1 �� 1 — 28� ...�•._ . :I �v Impervious 0.62 AC 1-I�; l II 7 1 ,' • .� I Pervious 0.18 AC a ------------- \ ------ - -. - - - ---- - - `WQ#4 I TOTAL 0.80 AC �8 r' a (IS �� I ,/%�;; ,o _ o WQ#3 Y Impervious 0.69 AC PAC r I WTI o Pervious 0.21 AC TOTAL 0.90 AC ®—1 V FILTE VAULT 4 i •7 1 (WATE QUALITY e —_ z86_ WQ#4 — — � II•N 0' 1wQ#11 _ _ _ , �) N °z Impervious 0.62 AC i r o ,� '- /7 // 44 = - LL �I g Pervious 0.26 AC v)l TOTAL 0.88 AC n FILTERRA VAU T#1 111 \ / Og --- 1 -- — ---_— --- — / \ __� M — ------ —1 -- � SS � SS / (WATro QUALITY) l 1 I M M 286 I — -- ---- 0 — 279 e i cp FIGURE 7: WATER QUALITY DRAINAGE BASINS 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM MJ JACOBSON 3/25/2021 Go gle Maps 2626 SW 327th St - r 01 { •' APPROXIMATE 1/4 r MILE DOWNSTREAM (BASINS B AND C) M F�� •}S y � y�f � � a A. + •.sr' � 'y J * +. Nx r" 10 2626 SW 327th St - Google Maps EXISTING OLV POC TO STORMWATER PRIVATE LAKE PONCE DE RUNOFF SPLITS LEON AND APPROXIMATE IN 26th PL SW 1/4 MILE DOWNSTREAM (BASINS A AND PORTION OF C) — SEE FIGURE 7 r 44 IL lot aC . + � rr•yr 'ti �! 51 ♦ 15� . , ............... r` - :-- 4 k ■ BASIN B r `._... BA It APPROXIMATE ' PATHS BASED ON CONTOUR DATA ^ h (TYP) .0 F� za3i a t f tw r _ ai A r _ ..,,.. �,- � w. fit. . �--+* � •a. a.a.:«!�-, i -' • ' yy + aw. ' 1 I / Ii ♦♦ „ ANEW ad.. • I - Imagery ©2021 Maxar Technologies, U.S. Geological Survey, Map data ©2021 100 ft https://www.google.com/maps/place/2626+SW+327th+St,+Federal+Way,+WA+98023/@47.3105449,-l22.3694907,356m/data=!3m1!1e3!4m5!3m4!1sOx549056e339eb2aO3:Oxdcl4lOc6709dldfc!8m2!3d47.3095343!4d-l� FIGURE 8: DOWNSTREAM QUARTER MILE MAP OLYMPIC VIEW ELEMENTARY SCHOOL A PORTION OF THE SE 114 OF THE NW 114 OF SEC. 13, TWN. 21 N., RGE. 3 E. W.M. CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON. LEGEND o HUB AND TACK SET NAIL AND WASHER o BOLLARD o MAIL BOX J1 SIGN AS NOTED ® GATE POST O SANITARY SEWER MANHOLE 0 CLEANOUT ❑ STORM CATCH BASIN ® STORM MANHOLE O ROOF DRAIN O CABLE RISER ® GAS METER Ill GAS VALVE POWER TRANSFORMER E- GUY ANCHOR O UTILITY POWER POLE 0 JUNCTION BOX Q/ POWER METER © POWER VAULT X LUMINAIRE 0 TELEPHONE RISER M TELEPHONE VAULT FIRE HYDRANT I..Y IRRIGATION CONTROL VALVE E3 WATER METER N WATER VALVE ® WATER VAULT CONIFEROUS TREE P=PINE F=FIR C=CEDAR { J DECIDUOUS TREE M=MAPLE U=UNKNOWN A=ALDER CH=CHERRY LEFT TURN ARROW 4, STRAIGHT ARROW VM HANDICAP STALL IR IRRIGATION LINES PER RECORD DRAWINGS - - - W- WATER LINE PER RECORD DRAWINGS IF FIRE LINE F FIRE LINE PER RECORD DRAWING - - - - - OHP - OVERHEAD UTIUTIES -----D-STORM LINE - - - - - S- SEWER LINE - - - - - D - STORM LINE PER RECORD DRAWINGS - - - - -S- SEWER LINE PER RECORD DRAWINGS - - - - - W- WATER LINE -----G-GAS LINE - - - - - P- ELECTRICAL LINE - - - - -T- COMMUNICATION UNE - OHP - OVERHEAD UTILITIES - FENCE ASPHALT CONCRETE R MP ! I FF=292.69 WE - T I I \ -.- 4• $RAIN LINK 1 "ONE%/�Y AY z � � I I ow I o \CURB .\ GUTTER I I I I �-- � PI \ i �M--A--N✓� BLDG OVERHANG LINK OWN RISEEt 6" STORM LINE PER REORDS+D -(1`= T 1 _ - W/\LIGH ROOF EL=311.31 P I I CD / -rl ED DO o of N DO NOT EN T,5- I FF=292.64 / \ �\ o/ IIII � A6 I I l /12 � ID yIt I\B`DG O RHANG / _- "5 MPH" \. dJ DRIP LINE/ YP j 1 U16 "NO PARKING" I 1 STCBM7852 RIM=187.54 �\ / 12" CMP SE IE=285.62 / / O I / \ 1 1-.�- '/ RVIE FED 988 STAIRS -2� IRRIGATION LINE PER 1 RECORD DRAWINGS L-( �D10 -^ HNDOP PRK E4B'• 5\ I / 8,8,p, Q9 ��.-, -%------ R TIE / Fwps PARKING;/ GRAVEL 6" WATER PER RECORD W--- 9 w--'�� - W- W \ \ SW 327TH STREET ti / �s S-MY"2-7t �T-- \ G \ 2"STW IP 8'NCL R PSE RECORDS \ / TI- - I I I I x" I I 1411 STMHa2087 RIM=286.95 / I I 30" CMP N IE=279.56 1 I 12" CONIC S IE=283.37 (FIELD EFFORTS INDICATED DIFFERENT O I \ O] PIPES FROM RECORD of I DRAWINGS) I \ gy. RETAINING WALL 30' I \30' I I I I I a/ I t299 4 3,1 I I II I RETAINING WALL 1 ' N a9 1 5I TO 1I iA'I�� STOP/STREETS ~ E LOOP FtR 19 RECORDS 6" WATER PER RECORD I- ---W- 1 SW 326TH STREET D I /29 STCB#506 RIM=28888.99/6 ' O a3CE/ ■ T S ■ _ - SSMH#507 RIM=289.38 8" CONE N(FILLED IN) O P I �- B" BOND E-S y 1 I L2 CENTER OF CHANNEL=280.74 LADDER W "'06` / • RETAINING WALL STCB#505 RIM=289.00 8" CONC N IE=284.90 12•, CONC E IE=284.78 ' I 12" CONC W IE=284.66 STMHK1628 RIM=289.35 32" CONIC N IE=281.02 32" GOING S IE=281.08 12" CONIC NE IE=282.15 LADDER W 3 I /ISTCB#508 RIM-287.46 32 CONIC N IE=281.89 32" CONE SE IE=281.92 NOTE: SHEET HAS BEEN PRINTED TO BE 11X17 AND NOT TO SCALE 112" CMP NW IE=281.92 • LEGEND 'SCHOOL CROSSING" SSMH#509 RIM=288.26 6"CDNOSWIE=2BO.11 EXISTING STORMWATER 8" CONC N 10" CONIC W-SE CENTER OF CHANNEL=279.83 FLOW DIRECTION LADDER E STOP GRAPHIC SCALE TOE 0 10 20 40 FEETI- -�-- --- - -�_ BUS STOP 1'=20 FEET I STCBN510 RIM-287.48 32" CONC NW IE=282.53 12" CMP NE IE=284.08 24" CONIC S IE=282.68 12" PVC SW IE=283.80 TYPE 2 LADDER SW x\ -----•--•-----•�\'� m 4 RIM=287.57 SW IE-285.62 ON -SITE POINT -OF -CONNECTION OR SHEET FLOW RUNOFF TO ROW I (1 of 6)_FIGURE 9: DOWNSTREAM . 1Im i ma 0 TACOMA • SEATTLE • SPOKANE •TRI-CITIES 2215 North 30th Street, Suite 200 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAx www.ahbl.com WEB Proieet Tltle OL YMPIC VIEW ELEMENTARY SCHOOL Client: FEDERAL WAY PUBLIC SCHOOLS 33330 8TH AVENUE SOUTH FEDERAL WAY, WA 98003 MIKE KWASKE Job No. 2200603.50 Issue Set & Date: OCTOBER 20, 2020 CFQpLq Stiq w Y . ,sY�Yss�T o a� ss9 Rd'CIST¢4�'9. J4� /0'VAL LAND S �Revis'on Sheet THIS TOPOGRAPHIC SURVEY Designed by, Drawn bv: Checked by, GO OF Sheet No, 7 ANALYSIS EXHIBIT OLYMPIC VIEW ELEMENTARY SCHOOL A PORTION OF THE SE 114 OF THE NW 114 OF SEC. 13, TWN. 21 N., RGE. 3 E. W.M. CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON. e\ / r `x�d, I \�/ I •.LgO� � \ •Z6968 /\`\�81 I ( / / A16 1 I I I \ 'Al LEGEND o HUB AND TACK 0 SET NAIL AND WASHER Ali I�'/'12 J � \ •m m BOLLARD o MAIL BOX n. SIGN AS NOTED � •2 ® GATE POST O SANITARY SEWER MANHOLE I \ o CLEANOUT ❑ STORM CATCH BASIN ® STORM MANHOLE O ROOF DRAIN ' \\\ /I / / \ \\ I I "I �190� D CABLE RISER ® GAS METER J I \ \ JI I iD GAS VALVEPO bMRO" O GUY ANCHOR SFORMER I m2gT;15 I 0\?T I 1Q \ 1 I I I I I I I\ f -0-Id� UTILITY POWER POLE m JUNCTION BOX I—__ +/ II II II II I II q )r{22' \I 0 POWER METER �• \ a o/ \ m I I 11 I I FF""•\ © POWER VAULT I \ --__ o Y{ LUMINAIRE D TELEPHONE RISER I 7 s29•% —\ I - I I 1 1\ W I T •\ M TELEPHONE VAULT \ JD' FIRE HYDRANT IRRIGATION CONTROL VALVE ® WATER METER 7 WATER VALVE ® WATER VAULT CONIFEROUS TREE P-PINE F=FlR C-CEDAR L•/ DECIDUOUS TREE M=MAPLE U-UNKNOWN A -ALDER CH -CHERRY 4LEFT TURN ARROW II FF=292.55 o II II/gyII I 33TC�y5NRI=-22dy51..69824ICMPd(2" SONQE I=2 CMSf 226.361 1 STRAIGHT ARROW 2" dONCI W I¢=2.86I I • \ \ II I TYWE 2 I N �. HANDICAP STALL I � � I I � 1 1 \ IR IRRIGATION LINES PER RECORD DRAWINGS -- —W— WATER LINE PER RECORD DRAWINGS F FlRE LINE PER RECORD DRAWING w I I INC1�Ir II I — — — — — OHP— OVERHEAD UTILITIES 1 VX -----D—STORM LINE o I IBOR9 PITI -----S—SEWER LINE y j 1 \\I I I I — — — — — D — STORM LINE PER RECORD DRAWINGS I I I n — — — —S SEWER LINE PER RECORD DRAWINGS I It 6�y��IX2/Q"X2 I I \ -----W— WATER LINE \ \yl_ /r DRI LINq \ I -----G—GAS LINE I T \ X — — — —P— ELECTRICAL LINE p I \ I — — — — —T— COMMUNICATION LINE — OHP — OVERHEAD UTILITIES I \ \ \ m — FENCE I \ ASPHALT I I ITd CONCRETE I I \ � I \ II I P R \ N I I\ I I II I I o 8 I I I N II II W/ 41GHT 2 ?ee GRAPHIC SCALE \ I I I I•ZHO �2 I 6 0 10 20 40 FEET 1'=20 FEET 4 I2CHP"X2/9" I 1 x t U�0 Zg502 I I I I I I —r--- --- --- --- SW 325TH STREET E5t,h S T I! I �G ISTCB,y776 RIM=272.89 • 12" CONC E IE=270.27 • 12" CONC NW IE=270.09 X I I/' I T / I •ZT665 I /I I �DIB"REX4CTIONS CHI T aI I 31 I m I III I STC86501 RIM=282.06 / I 12" CONC S IE=279.59 I' 12" CONC W IE=279.54 —RETAINING WALL 20�.. •ry8;?0 87 W— — _STOP" 4 WATER_ PER RECORD ' SW 325TH PLACE STCG#502 RIM280.18 �W325_th PL RETAINING WALL 7 i •185 STREETS je SSMH#500 RIM=283.19 •2g5 3" CONIC N-E-S CENTER OF CHANNEL=272.99 LADDER W I / 96 Tg I � I I•Z I' !A —"SPEED LIMIT 25" NOTE: SHEET HAS BEEN PRINTED TO BE 11X17 AND NOT TO SCALE I LEGEND I EXISTINGSTORMWATER FLOW DIRECTION I ' I ON -SITE POINT -OF -CONNECTION OR SHEET FLOW RUNOFF TO ROW II�x I ✓00 , I�� I 1Im i g� 0 TACOMA • SEATTLE • SPOKANE •TRI-CITIES 2215 North 30th Street, Suite 200 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX www.ahbl.com WEB Pro'ect Tltle. OL YMPIC VIEW ELEMENTARY SCHOOL Client: FEDERAL WAY PUBLIC SCHOOLS 33330 8TH AVENUE SOUTH FEDERAL WAY, WA 98003 MIKE KWASKE Job No. 2200603.50 Issue Set & Date: OCTOBER 20, 2020 F'p a�q w aT • s5� C P Cl �j=� a r"I FSs, Rd'CIST84R'9 JQ� /o L LANTI 5 Reds on Sheet THIe: TOPOGRAPHIC SURVEY Designed by, Drawn bv: Checked by, GO OF Sheet No. (2 of 6)_FIGURE 9: DOWNSTREAM ANALYSIS EXHIBIT OLYMPIC VIEW ELEMENTARY SCHOOL A PORTION OF THE SE 114 OF THE NW 114 OF SEC. 13, TWN. 21 N., RGE. 3 E. W.M. CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON. LEGEND a HUB AND TACK SET NAIL AND WASHER c BOLLARD c MAIL BOX a SIGN AS NOTED ® GATE POST O SANITARY SEWER MANHOLE o CLEANOUT ❑ STORM CATCH BASIN ® STORM MANHOLE • ROOF DRAIN o CABLE RISER ® GAS METER ui GAS VALVE Q❑ POWER TRANSFORMER E- GUY ANCHOR 4 UTIUTY POWER POLE m JUNCTION BOX 0 POWER METER © POWER VAULT X{ LUMINAIRE o TELEPHONE RISER 0 TELEPHONE VAULT FIRE HYDRANT IRRIGATION CONTROL VALVE ® WATER METER N WATER VALVE © WATER VAULT CONIFEROUS TREE P=PINE F=FlR C=CEDAR DECIDUOUS TREE M=MAPLE U=UNKNOWN A=ALDER CH=CHERRY LEFT TURN ARROW 4 STRAIGHT ARROW 66 HANDICAP STALL IR IRRIGATION LINES PER RECORD DRAWINGS - - - - W WATER LINE PER RECORD DRAWINGS F FlRE LINE R FIRE LINE PER RECORD DRAWING - - - - - OHP - OVERHEAD UTILITIES ----D-STORM LINE - - - - -S- SEWER UNE - - - - D STORM LINE PER RECORD DRAWINGS - - - - - S- SEWER LINE PER RECORD DRAWINGS - - - - - W- WATER LINE ----G-GAS LINE - - - - -P- ELECTRICAL LINE - - - -T- COMMUNICATION LINE OVERHEAD UTILITIES - FENCE ASPHALT CONCRETE GRAPHIC SCALE 0 10 20 40 FEET 1" 20FEET \ \ I FND MIC PIN IN CONC., \S\ DOWN 0.7', CENTERUNE MON \ AT INTERSECTION OF 26TH AVE AND 323RD ST (W 0.1' OF CALC POSITION) (VISITED 9/25/2020) \ \�S\ STCB#514 RIM=263.73 \ 30" GONG NE IE=259.DO p\\ 12" DI SE IE=260.15 •7 30" CONC SE IE-259.03 �\ TYPE 2 \ a \2 SY STCB#513 RIM=264.14 \\ 12" DI NW IE=260.93 12" GONG SE IE-260.88 \ •26, 1 STCB#515 RIM=264.41 \ 30" CONC NW IE=260.56� 30' CONC S IE=260.62 ` TYPE 2 �I1 \ IY. / STMHoNC RIM=261.48 \ 7/ 30" CONC N IE=261.36 \ 30" CONC SW RETAINING WALLI 1 E TYPE 2 LADDER E 'Cf.HDDI JfNAPH':,, LADDER �A,�_/j410\ M8 \ \ QM72\ J \ozlk \\ (� ]M12 OCHERRYI4 \ �-1 Z09g010 A22 6 OA24 \ \\ \\ \\ \ \ 1 \ / l #iERR'6 \QA\8\\ \ /_e""51 \ // // c A42 (/ / \ \ \ 6A24 _ \ \xIN AN�AD1 -\ M36 'RETAININ� W I AlS_ ow 1 / \ Al 8E p12� '\ \ (/'��A1JHERRYIO S. 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NW IE=263.74 I I III^ ECONG SW IE=263.76 / 1Tti TYPE I� ° la/I \\ I STMH#850 RIM=272.39 1 • 30 CONC N IE=266.37 IotA \\ ,III 30" GONG S IE=266.91 TYPE ONC SE IE=266.94 I I �I3 I STCB#775 RIM=271.90 6912 ry11 i\,i•2T3 12' GONG SE'IE2269.15 d NOTE: SHEET HAS BEEN PRINTED TO BE 11X17 AND NOT TO SCALE LEGEND I EXISTING STORMWATER FLOW DIRECTION -STOP/STREETS ON -SITE POINT -OF -CONNECTION ZW-- ---W_ _ WATER PER RECORD OR SHEET FLOW RUNOFF TO ROW •-- - - -- -- 1p'm iffi- TACOMA 0 • SEATTLE • SPOKANE •TRI-CITIES 2215 North 30th Street, Suite 200 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAx www.ahbl.com WEB Proieot Tltle. OL YMPIC VIEW ELEMENTARY SCHOOL 0 ient: FEDERAL WAY PUBLIC SCHOOLS 33330 8TH AVENUE SOUTH FEDERAL WAY, WA 98003 MIKE KWASKE Job No. 2200603.50 Issue Set & Date: OCTOBER 20, 2020 tal �3y. R4'CIST¢4Y'9. J4� �0A'AL LAN05 A Revis'on Sheet THle: TOPOGRAPHIC SURVEY Designed by, Drawn bv: Checked by, GD OF Sheet No. �76pe' •Z65 ®WM •76 .s(�1 I 23RD gTRE�,, \ 5 (3 of 6)_FIGURE 9: DOWNSTREAM ANALYSIS EXHIBIT �Ecyro v %3 7-&P Z/A.1 2 ✓ ,_ 14IN 1AA1..164)AIrK „ ZE/YCi//MA/PKZZZ 7�5 04 it DA U ,fP/.ESE /.t/ �OsYE/P AL E S'otJTH of //Yj OF Z�' `/ii/E .f'fY tea• \� Zq Z7 Z1, `�r323rd ST )) o, .19Iq ' h5 G'.B 'B%! @GB.�6 ,q1f 70O'9a9.45 p$ CB. ¢% Q\p.3 / ajin t v I /NY.'io6.95 1 TOO.3//o0 �0 ,) 1 14 f,°t �i.l /Nvvo2oiN{.f �.tat � % J' • �� 1% 4 7d0.'ID).47 7D7,'30960 ,'� . 31' , 3 /Ns^ a99. 45 4 L[N.•345.55 3d 3yq,. ' � tj h S CB j+! 4 � f 69f s9° �' a /z" /. z•,-s✓z �/9.0o Y �3- Pi ,1Bf .1 ✓ ! ,S>'•- ✓t�"`� I :ri / ar \ I3175 lbp ._.. Est oS /N4.•2SB.42 t0.5 PIS dD �t ,D3 1" y CB. 6 O7Af TOP' Z6B.6 /NY.'263.9. 2'/Nd.• Z6S &K � 911 � a e i0 tP° tPl 3T500 i •GB a/ ti �� „ ' S�• te* v'' yd/. •�Y• .3�'D �t'� /f °vv 4 1 b .3"' .3 Z/ .1P° ! l ,,SL• � /R r.•za[ s7. t�' �/ ,� • / •a, . 7r� 9 '^ E,✓oCo.Rv' ; .�%' r .'O,t/b q ice! .%,°h .Y9N \ 1 - 9°4 ZD !' zeot / •33! �y sp, S r e/D C4.io --_--�-� %• � � % � ZS3� � Pf, •Tp09 °b •qD3 �e1? /Nr.• � dn3 3t�B '3d•I .i;''t /�"= " V 2 - 5th. >7Tc1Z � /3/•' �� j.�!� yq,t /6 ' .f3Ll. .j31'f .;31t .a-� •3 I Na"i" 10.9 1 Ili �24/79tI.'267.9¢, d, ° t tB15 Jtis .3yf P. i fi sot .v '°' /6 =~�✓E � /fl /O dPt •fyf' LEGEND uiEd! f Al > �D r s ly .311t P9 tI I O 1 t 01 0' optOt t*y o� _) w 0 N DB /aa2T7.33 Ltt h ° EXISTING STORMWATER FLOW DIRECTION job 4 �� 9y w 5�th 1ti �lY7 CT 1 � �� V:27WZ7e, �" .,31.8 _ 10, o8 '1� IM1 -�� .V`t S flo -s }7°.9 .?i3% .let# ll.. IEAy j (.o4nLEiE t '-•i NO, REVISION DATE BY Soeua•,ur C E: T.0 creTE /Z Cc � �(i4mNev ��e �\I� ' �..— — — --. — — -- -- — - _.___ — — /.Po<..FOC✓za 12t,�.vi' /4FJ.rtwEv.e«_. „�tt�` ----- -----� RUSKIN FISHER & ASSOCIATES, INC. (EXCEOJ'.STA:v04C0 A1G �CJ.tlCf_I. CIVIL ENGINEERS LAND SURVEYORS ON (.rr' e -OE S•ac -SE6 PLAN f .M - _ -_ SEATTLE. WASH. TYF/CAL 1PO441W,0- ••Scc/-16'Al- ./d Ael '`Lr /';!�'t: %"LqN Oi' ALL ,pOAOS /N DOGE, D/Y � 5 /rl.VG COUNTY,° 11149H1A'arON Y GB 1� V CHECKED BY_ (4 of 6)_FIGURE 9: DOWNSTREAM ANALYSIS EXHIBIT 3 2 's I � jq e e: .r a: • �I OY KIN FISHER & ASSOCIATES, INC. CIVIL ENGINEERS LAND SURVEYORS • 1 / u tr is • • •,I. �( e■e�■■�■■�■ee�■■e.C��srCC CJ�iI�—r•o�r ��—_�C e� �u�'�I CwvC�_�_e��_e��_�_�_�. uC i i ire e��r ■■e��sr��ee��e�� .rrxae�s•lCi�'CCCCssCC� e■o•■■■■e�■■�■r�� ®— ®C�CrivCC a�u��e�e■■e��Cii��iC� C i■ � Ce■e�■■�r■�r■�■ee�eeee.■r�■■�Eiza ��i%��eee��s=rsr.�Gi�rCCC® ■■a®� en■�rr�rr� , SHEETo�Corn,...��CGG�as��OLV • • _ CURB a■■�■■�■■�■■rsrr■o■■�■■■■e►iiiG►iraoys■.■nn�■�e, e■e��® s■■■■mewee■.ee■� rca�■■�Ime■.�� CAMPUS __�_C_C_�__i_CC_�_ r■�■■�■weoe..rr■rn��•��.�__.�L._.� ��.� e■r ■■� ��e_�e�■r ��Cer�■■�ese_■r�■r�■■�■■��r■�GGGi® m�.lr��_�_�_��leee��nera._� GGCGGCCSTORMWATER won CGCC C_C_C_C_CC�C_C��CC_==��=== C_C_CC :.__ ■■�■e■.rr� _eee■.eeee._��.IQ{�GiiC�:AMI�GGs�e��__C_��_eeee.eee■■��i-�_GiCe��__�C_`�.�Gi -r■�■e■■1 ��Vl��C�•,"��y- �� ■■er■eee.e■� .��■eee/ 7r�■■� ■■■■■■i■�■■� ®��rr. ®m�� rer Y II ■ JI WE INN i ■I ■ ■ ■ ■ i . ■ ■ . msCrllwm= a■■��rn :rr■aaeGi�'I■■�■r■■ =m _m Q�►ri�i�C�imn�.ma■��C_� �,a _{��e ®■■■■■e■�■■��■■�� errr■r�■■■■■■■■GGG�e■e■r■r�■rrrrr�■■�■e■r,■ee■■■�■■�■■OGG�■e■�ee�. !S SEIN-In ■■�� rer■�■■erv�� rrrrr�■r�■■yea®■00MOM_SeMml�E.•��C_G�S_�_��■�� a _ate _e■ ■�r� ®CCC�_—■■es■�en>_ees • •r A ■ FLOW PATH FROMOLV F5m ee��eeee■■■re��■■eee CC.�G�:dC i�l�eee�eee�■ee�eee�eee��■ee�■e�e■e�eeew.eee��e�� eee�s� CCCAPPROXIMATE C� CC_: �'... 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M. " SeF6 SNdET /OFB END OF 114 MILE DOWNSTREAM OF SITE fib'` >i�l if81 46 //" roP•z�zs0 G OG .,= C'O//.eS� ? -Tip,v^' •SA AAt �ti11�h\1w 0 ¢2 40 it, I ifs .1419 ,150a A T n sF�`�. .�. y$ • �i(`) D �ii �d I i_. __�_----1=. � "p' N Z' --- - ... — -- -- — — � je .� 2'+ '° 1q Op moo./r ii f t0.p' \i 1i. 4 0.\a�y' p\1 tp .t 9B.B �;e•ti I. � .t 0 iP • 7 A \ M1 4 i1 I k + / Qr a t0. AA 1' I t csm/� e, y1 "�v ►yo CBS' 9 s z t A r�s , i� 9• +° b• b I .t •yAh @I �yAy'A \ }�' �� 9 t t. 1 � \ ��s6'f �r�� itihi . s,ae,�s \ � �\.w.,.737,6p \ q o � � tk`•� �4\t � { i pl6 ��arYO`� j aa�� O,Ef �P�: / / g3 I�°� 1A .' y •yi} --- ��- i`e- --- ii I pM_ � . At � kp, s s si �, _ � _ _1— - - t b6�. 94 y �3 ' t SA} ►� }tv°rti 1 �t� y 1.. _ p - _ e°ab 1's�i 5y i.IiS+' F' 4' 'v A.a\_ %B /3 /r^^♦36-'_! ✓F (Q Iwl Ifl`� yT f•+�Er_ }9• .t r yi � /8., . /r � `f �i �• `9j �� a cBctyip®a Sypge I� - � ��""� \ry_ ,..,�;� •..;:. 1 P17 Oe , �' oo ii•/5/ /s.ih /ss 1h ' �p11 tpp� �� Z4 � 1sp. yA\�20ry is�`t � 1 j 4 �° v� �'�'88�ti�°i8ti � � tl ° i q ye i. o e• A• I AA �s1 p y q` h1 hA ,SCALE•/..=.SO' fls tea A A1 13 gg `i es t45 -4 , p / sp .yp1° /24 ZQ�OgtsS LEGEND--- . t gOy•2Ai.l,4 � t\•yh\0.1q .yp1EXISTING STORMWATER /SS y{ FLOW DIRECTION \i1i ,;Q/srfl0 A '\ a '\ ��' y .y\ a y �1 \1`1h •y\y\ /9`s:f_ y\ ��1' �y qe ^ /Z6 /iw.147?6 4 q '� /•�B o �, v q� •t1y+ /43t d' 1 yy\� \ e. iyq y, 1� 6 \d ,y �� p �EEs � 1y 2 1 1'}yq hte ` u � i � � jt t, 26 eq b �� •)� 11 .� ` y` a .tql• y�y ti s 0 tir DO. yA1t ihy Af� .1LiL y\h pp1 i s • 4 Q \ �.N ti rJ1�•\11 M1/ la A �� f tea_ v s' c;�-6, sy x 0 :re ti$' @� 1 y � ► ' / ✓6,4i \p •t1 I 0 `� 25p6�a4 hy7 two p ;thhP�aSAg�ry y STORMWATER SHEET 41 FLOW ALONG EXISTING i` } aqp i9 3i st P i1 1 ��s b a. \4 •4`\ /9 .11fA 1fp 4'; ppv<,� p tQGsyl g� Sp L CURB LINE \\i .y :sA � yiy ii. � m 9f s 4M \ o n ■ ■ ■ ■ . ■ ■ ■ ■ ■ ■ ■ ■ �e y \1 yy� z p' o t`e POP y /9i11h t\14 4' • \ \ �!/ hA �\ � c) � w h1. b \A COP1 � 4 � 4g. d' S APPROXIMATE STORMWATER SHEET FLOW PATH FROM O LV h°\ y\ cry° ti (ASSUMED) monsoon ■■■■ ■■■1 i O 20 p •y\pA ��• t`y� C y` � � q� iqh.. a w: A . lhle "a � ei\ � / �\yo. ! O8 i � •tit a t`I •y� t4� v� �� / � � � � A1� •t \ph � . T ea `- Pf69 1 � < 1 �' � \ � .. S .t �\ems, �q Ue�' -�-'' - F paP' thy -\��5 .yi�� • e4 ��I ry a \i' qti y piti �Q°Q bi y yhfa� vv" ^ 3 �g95 57 Ad,yhp� ypS / Aq /33 �i} 5�111� ••° q\` ��u �� titt . S 1 � , yeA1 byA � $ ti\1\1 i tpyh .ti i4 - ye1, �� y�4 ye y\a \Z�yh\y� y �i \r `.; ytge yyAM yyyq yyAe �hDti 'S / /9 y •tlph y i$I � \ cis �qqh hh �L_. _ � � \ y� . �y ZOy 2/O Z/Z yey\ yd ,�\ 5''q •�• 2/3 1 - __.—�-�. ___..__\_..— ..__J ... A. r�.•zsamm og �, z �° 4iy i 1A6- NOTE: SHEET HAS BEEN PRINTED TO BE 11X17 AND NOT TO SCALE 81p1 All a1h \ A yqA S11 411p ea p .111 #1 tph� O hV CAMPUS ti § yp0 h t 1 � .A}4 NO. RMSION DATE BY .RUSKIN FISHER& ASSOCIATES, INC. CIVIL ENGINEERS, LAND SURVEYORS " SEAT LE, WASH. LA/(ES' /Y4. e CLAN IIle / ONLY ,S.l1% 913.aD .f'T•r �9ra A4E. S.{Y•, .z'/'/ .�c'f'rH GL. 32 ✓o 'W.- -ro-, 'Ole S. w' -r w /1///G CDU.YIY dYArfJ/iYGTOA/ BRAWN RY__�•f' lJ-scAEe. 1"_-�"O .._:._:_ CHECKED 0 R� .. ..... (6 of 6)_FIGURE 9: DOWNSTREAM ANALYSIS EXHIBIT LI I National Flood Hazard Layer FIRMette FEMA Legend 122°22'20"W 471847"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT # _ Without Base Flood Elevation (BFE) # Zone A, V, A99 SPECIAL FLOOD With BFE or Depth Zone AE, AO, AH, VE, AR HAZARD AREAS Regulatory Floodway ' 0.2%Annual Chance Flood Hazard, Areas I I 1 of 1% annual chance flood with average r e ki depth less than one foot or with drainage PW areas of less than one square mile zone x t e Future Conditions 1/o Annual f � Chance Flood Hazard zonex 1: IIp _ Area with Reduced Flood Risk due to j OTHER AREAS OF Levee. See Notes. zone x FLOOD HAZARD Area with Flood Risk due to Leveezone D * NO SCREEN Area of Minimal Flood Hazard zonex r Q Effective LOMRs PROJECT SITE -4* T OTHER AREAS Area of Undetermined Flood Hazard zone GENERAL - Channel, Culvert, or Storm Sewer lop F r. STRUCTURES I I I I I Levee, Dike, or Floodwall s40 Cross Sections with 1%Annual Chance 17.5 Water Surface Elevation CI. Fj FEDERAL . ' AREA O F M N I MAL FLOOD HAZARD a - - - Coastal Transect ^-^^-5n— Base Flood Elevation Line (BFE) r Limit of Study r • ` r -- -_ Jurisdiction Boundary — Coastal Transect Baseline F OTHER _ Profile Baseline F FEATURES Hydrographic Feature Digital Data Available N �# I No Digital Data Available 41hMAP PANELS .� Unmapped ;- +� Y The pin displayed the map is an approximate � point selected by the user and does not represent • + R * an authoritative property location. 4& This map complies with FEMA's standards for the use of • _� qW Ak digital flood maps if it is not void as described below. * �■ The basemap shown complies with FEMA's basemap Aff■ _" accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 9/7/2021 at 3:19 PM and does not reflect changes or amendments subsequent to this date and * time. The NFHL and effective information may change or 1 r ♦* V. become superseded by new data over time. r This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, r • legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for Feet 122021'43"W 47018'22"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 1:6'�� Basemap: USGS National Map: Orthoimagery. Data refreshed October, 2020 FIGURE 11: 100 Year Floodplai n Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AmC Arents, Alderwood material, 6 9.5 97.1 % to 15 percent slopes EvC Everett very gravelly sandy 0.3 2.9% loam, 8 to 15 percent slopes Totals for Area of Interest 9.7 100.0% MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features QJ Blowout Borrow Pit Clay Spot 0 Closed Depression Gravel Pit .14 Gravelly Spot 0 Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot 4D Severely Eroded Spot Sinkhole 0 Slide or Slip o Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other - Special Line Features Water Features Streams and Canals Transportation Rails �., Interstate Highways US Routes Major Roads -_ Local Roads Background . Aerial Photography JC MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: City of Seattle, Washington Survey Area Data: Version 4, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 6, 2020—Jul 20, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. FIGURE 12: SOILS MAP 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM 0111 JACOBSON JACOBSON CONSU LTI NO ENGINEERS V @ � 7�� - 00 e 6-0 ® e @ — 2401 � 2W720 1e7 2206 2211_ 0 e (3Z206 2405 @ e 2 6 746 b 2218� J1 @ 2729 2 ± 62723 55 &222� 2 ke Ponce 2 1� e e D£ Leon � 0 0 / 7 P322I0 @ 272 4W2 710 2656 463 222 0 22]% st 32240 e - 2612 e - & 506 6 73S J 723 e � 7Q1 0 610 �5 a p606 024 67 @ & 4@ \ [8 �$ 5 0 2804 e 2613 2605 ' 3 32,1 e 0 1.240V R e 601 @ �521 @- 2 8I& - j 42 !g � 4� � 405 2 A 9 424�a p�2515 �C2416 24A42441 @ 3 2� e w e jF3 426 24 17�519 �� @ rao e e 0 2423 63 30 - � 5 1 / @ \ Project SIB _�� _��_ � -25n§ �626 32156 403 2 e t � 605 ■ e e bl45 @ 644 4.24 2 e L FIGURE 13: DRAINAGE COMPLAINTS 255& King +els# g$Seattle, p 98104 1 20e.42 E»m 112nB mBmEBsmm �C JACOBSON CONSU LTI NO ENGINEERS �� r •i .ram � • jW27Q7 20 j21: j 02726 746 72- !74 41 7 ��22, 414 ii 67 24 05 ,_.m aon M_ LL �3009 3221 624 01 4P(73�22 06-6-2 4{0 5q • 1222-4,i e Ponce 632 1 • D3223-Of. on 63 2 2 2 �3 L-'6463 2 2 3 32240 6 5 6 Aq p 0 - 612 • st 5�0� Ta o 2415 407 g 2605 w CP /Q601 5 24 244Z • vp 44 2431 0 iwo 1 0 • 0.240� I # 46205"6� • 32 w �0 75.0.1 505 ilee • 626 32Z 449 T4 p • 1Zb2605 245 ii27 0' 4560 0 624 * f02410_ 23 L 7�r1y -----��.,. ..... � i r.• FIGURE 14: EROSION HAZARD 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM �C JACOBSON CONSU LTI NO ENGINEERS �� r •i .ram � • jW27Q7 20 j21: j 02726 746 72- !74 41 7 ��22, 414 ii 67 24 05 ,_.m aon M_ LL �3009 3221 624 01 4P(73�22 06-6-2 4{0 5q • 1222-4,i e Ponce 632 1 • D3223-Of. on 63 2 2 2 �3 L-'6463 2 2 3 32240 6 5 6 Aq p 0 - 612 • st 5�0� Ta o 2415 407 g 2605 w CP /Q601 5 24 244Z • vp 44 2431 0 iwo 1 0 • 0.240� I # 46205"6� • 32 w �0 75.01 505 ilee • 626 32Z 449 T4 p • 1 605 245 i i27 0' 4560 0 624 * f02410_ 23 L FIGURE 15: SENSITIVE AREAS 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM 12. APPENDICES Appendix A — Engineering Calculations Appendix B — AESI "SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, INFILTRATION DESIGN, AND GEOTECHNICAL ENGINEERING REPORT" Appendix C — Operation & Maintenance Manual Appendix D — Conveyance Calculations and Exhibits Appendix E — Stormwater Pollution Prevention Plan Appendix F — Bond Quantities, Facility Summaries, and Declaration of Covenant �C JACOBSON 23 APPENDIX A ENGINEERING CALCULATIONS �C JACOBSON 24 STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #1 MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.54 Program License Number: 201910001 Project Simulation Performed on: 08/10/2021 1:34 PM Report Generation Date: 08/10/2021 1:34 PM Input File Name: 2021-08-03 OLVK8 Detention Cals_Infiltration_Large Pipes.fld Project Name: OVES K8 Redevelopment Analysis Title: Basin 1 Detention Sizing Design w/ Infiltration (7.8"/hr) Comments: Field is underdrained and 100% Impervious PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 5.298 5.298 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 5.298 5.298 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1--------- ------- Area (Acres) Till Forest 5.298 Subbasin Total 5.298 STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin Till Grass Impervious ------------------------- Subbasin Total Subbasin 1--------- ------- Area (Acres) 1.226 4.072 5.298 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Detention Vault Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) 278.00 Riser Crest Elevation (ft) 285.00 Max Pond Elevation (ft) 285.50 Storage Depth (ft) 7.00 Pond Bottom Length (ft) 91.4 Pond Bottom Width (ft) 34.0 Pond Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) 3108. Area at Riser Crest El (sq-ft) 3,108. (acres) : 0.071 Volume at Riser Crest (cu-ft) 21,753. (ac-ft) 0.499 Area at Max Elevation (sq-ft) 3108. (acres) : 0.071 INCLUDES 6-INCHES SEDIMENT STORAGE Vol at Max Elevation (cu-ft) 23,307. < (ac-ft) 0.535 & 6-INCHES FREEBOARD Constant Infiltration Option Used Infiltration Rate (in/hr): 7.80 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 12.00 Common Length (ft) : 0.000 Riser Crest Elevation : 285.00 ft STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #1 Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO Number of Subbasins: 1 Number of Links: 0 ---------------------- SCENARIO Number of Subbasins: 1 Number of Links: 1 PREDEVELOPED POSTDEVELOPED ********** Link: Detention Vault ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 278.414 1.11-Year 278.611 1.25-Year 278.724 2.00-Year 279.299 3.33-Year 279.851 5-Year 280.423 10-Year 281.527 25-Year 283.076 T;n-Yaar 984 994 100-Year 284.980 EMERGENCY OVERFLOW ELEVATION = 285.00 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 913.529 Total: 913.529 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 149.830 Link: Detention Vault 2072.213 Total: 2222.044 Total Predevelopment Recharge is Less than Post Developed STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #1 Average Recharge Per Year, (Number of Years= 158) Predeveloped: 5.782 ac-ft/year, Post Developed: ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Detention Vault 14.064 ac-ft/year Basic Wet Pond Volume (91 % Exceedance): 19284. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 28926. cu-ft Time to Infiltrate 91 % Treatment Volume, (Hours): 9.55 Infiltration/Filtration Statistics -------------------- Inflow Volume (ac-ft): 2072.23 Inflow Volume Including PPT-Evap (ac-ft): 2072.23 Total Runoff Infiltrated (ac-ft): 2072.21, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.01 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: Detention Vault *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position ********** Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ------------------------------------------------------------------------------------------------------------------ 2-Year 0.113 2-Year 0.000 5-Year 0.184 5-Year 0.000 10-Year 0.248 10-Year 0.000 25-Year 0.314 25-Year 0.000 50-Year 0.401 50-Year 0.000 100-Year 0.435 100-Year 0.000 < 200-Year 0.677 200-Year 0.179 500-Year 1.002 500-Year 0.420 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals FULLY INFILTRATES THE 100-YR STORM STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #2 MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.54 Program License Number: 201910001 Project Simulation Performed on: 08/10/2021 9:45 AM Report Generation Date: 08/10/2021 9:45 AM Input File Name: 2021-08-03 OLVK8 Detention Cals_Infiltration_Small Pipes.fld Project Name: OVES K8 Redevelopment Analysis Title: Basin 2 Detention Sizing Design w/ Infiltration (7.5"/hr) Comments: Field is underdrained and 100% Impervious PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.487 1.487 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.487 1.487 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1--------- ------- Area (Acres) Till Forest 1.487 Subbasin Total 1.487 STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #2 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin Till Grass Impervious ------------------------- Subbasin Total Subbasin 1--------- ------- Area (Acres) 0.418 1.069 1.487 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Detention Vault Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) 278.70 Riser Crest Elevation (ft) 285.70 Max Pond Elevation (ft) 286.20 Storage Depth (ft) 7.00 Pond Bottom Length (ft) 35.8 Pond Bottom Width (ft) 24.0 Pond Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) 858. Area at Riser Crest El (sq-ft) 858. (acres) : 0.020 Volume at Riser Crest (cu-ft) 6,006. (ac-ft) 0.138 Area at Max Elevation (sq-ft) 858. (acres) : 0.020 INCLUDES 6-INCHES SEDIMENT STORAGE Vol at Max Elevation (cu-ft) 6,435. < (ac-ft) 0.148 & 6-INCHES FREEBOARD Constant Infiltration Option Used Infiltration Rate (in/hr): 7.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 12.00 Common Length (ft) : 0.000 Riser Crest Elevation : 285.70 ft STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #2 Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO Number of Subbasins: 1 Number of Links: 0 ---------------------- SCENARIO Number of Subbasins: 1 Number of Links: 1 PREDEVELOPED POSTDEVELOPED ********** Link: Detention Vault ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) -------------------------------------- -------------------------------------- 1.05-Year 279.093 1.11-Year 279.279 1.25-Year 279.382 2.00-Year 279.962 3.33-Year 280.478 5-Year 281.082 10-Year 282.136 25-Year 283.770 T;n-Yaar 984 867 100-Year 285.635 EMERGENCY OVERFLOW ELEVATION = 285.70 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 256.402 Total: 256.402 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 51.084 Link: Detention Vault 563.345 Total: 614.429 Total Predevelopment Recharge is Less than Post Developed STORM FLOW CONTROL - INFILTRATION SIZING CALCULATIONS CMP Detention System #2 Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.623 ac-ft/year, Post Developed: ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Detention Vault 3.889 ac-ft/year Basic Wet Pond Volume (91 % Exceedance): 5160. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 7741. cu-ft Time to Infiltrate 91 % Treatment Volume, (Hours): 9.62 Infiltration/Filtration Statistics -------------------- Inflow Volume (ac-ft): 563.35 Inflow Volume Including PPT-Evap (ac-ft): 563.35 Total Runoff Infiltrated (ac-ft): 563.35, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.01 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: Detention Vault *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position ********** Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ------------------------------------------------------------------------------------------------------------------ 2-Year 3.169E-02 2-Year 0.000 5-Year 5.164E-02 5-Year 0.000 10-Year 6.958E-02 10-Year 0.000 25-Year 8.823E-02 25-Year 0.000 50-Year 0.113 50-Year 0.000 100-Year 0.122 100-Year 0.000 200-Year 0.190 200-Year 4.594E-02 500-Year 0.281 500-Year 0.108 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals FULLY INFILTRATES THE 100-YR STORM = m JACOBSON jProposed Runoff Conditions for TESC - Entire Site Total Site: Area (ac) Pervious Area 0.000 Impervious Area 6.900 Total Area 6.900 Stormshed Data Type Reduced Time Step 15-min MGS - Flood 2-Yr developed flow 2.534 cfs MGS - Flood 10-Yr developed flow 3.703 cfs MGS - Flood 25-Yr developed flow 4.661 cfs MGS - Flood 100-Yr developed flow 6.860 cfs Temporary Sediment Pond Sizing: Storage Volume per Section D.2.1.5, ESC Measures: Selection of the Design Storm of the 2016 King County Surface Water Design Manual - Appendix D: Vr=S.A. x 3.5' Vr = Minimum Required Storage Volume S.A. = Minimum allowable top surface area of pond the volume is based a minimum pond depth of 3.5' - this depth does not include the minimum sediment storage volume or freeboard S.A. = (2Q2)/Vsed Q = design peak flow rate Vsed = 0.00096 Settling Velocity (0.00096 ft/sec) Q= 3.703 cfs S.A. = 7715 sf Vr= F--27� cf 201,982 gal INPUT (note that this is the 10-yr design peak flow rate in cfs) (Top Surface Area of Pond w/ 3:1 side slopes) Volume Required 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSON ENGINEERS.COM TESC - SEDIMENTATION POND SIZING CALCULATIONS MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.54 Program License Number: 201910001 Project Simulation Performed on: 02/16/2021 9:27 AM Report Generation Date: 02/16/2021 9:27 AM Input File Name: OLVK8_TESC.fld Project Name: OVES K8 Redevelopment Analysis Title: TESC Sediment Tank Sizing Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 6.800 6.800 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 6.800 6.800 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ----- ------- Area (Acres) Till Forest 6.800 Subbasin Total 6.800 TESC - SEDIMENTATION POND SIZING CALCULATIONS ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Post Developed --- -------Area (Acres) Impervious 6.800 Subbasin Total 6.800 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: Outflow Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Predeveloped 1172.517 Total: 1172.517 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Post Developed 0.000 TESC - SEDIMENTATION POND SIZING CALCULATIONS Link: Outflow 0.000 Total: $ 8 II Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 7.421 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Outflow Infiltration/Filtration Statistics -------------------- Inflow Volume (ac-ft): 3048.77 Inflow Volume Including PPT-Evap (ac-ft): 3048.77 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3048.77 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Outflow *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position ********** Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ------------------------------------------------------------------------------------------------------------ 2-Year 0.145 2-Year 2.534 5-Year 0.236 5-Year 3.292 10-Year 0.318 10-Year 3.703 25-Year 0.403 25-Year 4.661 50-Year 0.515 50-Year 5.933 100-Year 0.558 100-Year 6.860 200-Year 0.868 200-Year 7.111 500-Year 1.286 500-Year 7.442 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals DETENTION INFILTRATION CALCULATIONS FOR COURTYARD RAIN GARDEN WWH? PROJECT General Model Information Project Name: Courtyard Rain Garden Site Name: OLV K8 Site Address: 2626 SW 327th ST City: Federal Way Report Date: 9/20/2021 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 2 Landuse Basin Data Predeveloped Land Use Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.11 Pervious Total 0.11 Impervious Land Use acre ROOF TOPS FLAT 0.03 SIDEWALKS FLAT 0.24 Impervious Total 0.27 Basin Total 0.38 Element Flows To: Surface Surface retention 1 Interflow Groundwater Surface retention 1 Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 4 Routing Elements Predeveloped Routing Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 5 Mitigated Routing Bioretention 1 Bottom Length: 52.90 ft. Bottom Width: 43.00 ft. Material thickness of first layer: 0.25 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 1.5 Material type for second layer: Sand Material thickness of third layer: 2.79 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 4.2 Infiltration safety factor: 0.95 Total Volume Infiltrated (ac-ft.): 55.878 Total Volume Through Riser (ac-ft.): 0 Total Volume Throuah Facilitv (ac-ft.): 55.878 Percent Infiltrated: Total Precip Applied to Facility: 9.585 Total Evap From Facility: 4.841 Underdrain not used Discharae Structure Riser Heigi 0.5 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 BOTTOM OF RAIN GRADEN SOIL LAYER ELEVATION & START OF INFILTRATIVE LAYER Bioretention Hydraulic Table St- e(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 279.93 0.0522 0.0000 0.0000 0.0000 280.00 0.0522 0.0017 0.0000 0.0000 280.07 0.0522 0.0034 0.0000 0.0000 280.14 0.0522 0.0050 0.0000 0.0000 280.21 0.0522 0.0065 0.0000 0.0023 280.28 0.0522 0.0080 0.0000 0.0045 280.35 0.0522 0.0095 0.0000 0.0051 280.42 0.0522 0.0109 0.0000 0.0094 280.49 0.0522 0.0124 0.0000 0.0155 280.56 0.0522 0.0139 0.0000 0.0198 280.63 0.0522 0.0153 0.0000 0.0234 280.70 0.0522 0.0168 0.0000 0.0335 280.78 0.0522 0.0183 0.0000 0.0459 280.85 0.0522 0.0198 0.0000 0.0497 280.92 0.0522 0.0212 0.0000 0.0509 280.99 0.0522 0.0227 0.0000 0.0608 281.06 0.0522 0.0242 0.0000 0.0782 281.13 0.0522 0.0256 0.0000 0.0973 281.20 0.0522 0.0271 0.0000 0.0984 281.27 0.0522 0.0286 0.0000 0.1214 281.34 0.0522 0.0301 0.0000 0.1475 281.41 0.0522 0.0315 0.0000 0.1650 281.48 0.0522 0.0330 0.0000 0.1766 281.55 0.0522 0.0345 0.0000 0.1909 281.62 0.0522 0.0359 0.0000 0.2090 281.69 0.0522 0.0375 0.0000 0.2101 Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 6 281.76 0.0522 0.039( 281.83 0.0522 0.040,1 281.90 0.0522 0.042' 281.97 0.0522 0.043E 282.04 0.0522 0.045' 282.11 0.0522 0.046E 282.18 0.0522 0.048,' 282.25 0.0522 0.049 1 282.32 0.0522 0.051 ,' 282.40 0.0522 0.052 1 282.47 0.0522 0.054: 282.54 0.0522 0.055E 282.61 0.0522 0.05T 282.68 0.0522 0.058E 282.75 0.0522 0.060z 282.82 0.0522 0.061 � 282.89 0.0522 0.063z 282.96 0.0522 0.064� 283.03 0.0522 0.066,1 283.10 0.0522 0.068( 283.17 0.0522 0.069,1 283.24 0.0522 0.071 ' 283.31 0.0522 0.072E 283.38 0.0522 0.074' 283.45 0.0522 0.075E 283.52 0.0522 0.077,' 283.59 0.0522 0.078 1 283.66 0.0522 0.0801, 283.73 0.0522 0.081 1 283.80 0.0522 0.083: 283.87 0.0522 0.084E 283.95 0.0522 0.086: 284.02 0.0522 0.087E 284.09 0.0522 0.0892 284.16 0.0522 0.0M 284.23 0.0522 0.092z 284.30 0.0522 0.094( 284.37 0.0522 0.095,' 284.44 0.0522 0.097( 284.47 <-- 0.0522 0.097 1 Bioretention able 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 0.0000 0.2101 - RAIN GARDEN SURFACE ELEVATION Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended (cfs)Infilt(cfs) 4.5400 0.0522 0.0977 0.0000 0.2101 0.0000 4.6104 0.0532 0.1014 0.0000 0.2101 0.0000 4.6809 0.0541 0.1052 0.0000 0.2101 0.0000 4.7513 0.0550 0.1090 0.0000 0.2101 0.0000 4.8218 0.0560 0.1129 0.0000 0.2101 0.0000 4.8922 0.0570 0.1169 0.0000 0.2101 0.0000 4.9626 0.0580 0.1210 0.0000 0.2101 0.0000 5.0331 0.0589 0.1251 0.0000 0.2101 0.0000 5.103 0.0599 0.1293 0.3395 0.2101 0.0000 5.1740 0.0609 0.1335 1.0381 0.2101 0.0000 5.2444 0.0619 0.1379 1.9485 0.2101 0.0000 5.3148 0.0630 0.1423 3.0128 0.2101 0.0000 5.3853 0.0640 0.1467 4.1830 0.2101 0.0000 5A 7 0.0650 0.1513 5.4111 0.2101 0.0000 5.5262 0.0661 0.1559 6.6477 0.2101 0.0000 START OF OVERFLOW (ABOVE 100-YEAR STORM) INTO CATCH Courtyard Rain Gar SET 6" ABOVE RAIN GP�N�bJCQ ELEVATION Page 7 5.5966 0.0671 0.1606 7.8436 0.2101 0.0000 5.6670 0.0682 0.1653 8.9526 0.2101 0.0000 5.7375 0.0692 0.1702 9.9353 0.2101 0.0000 5.8079 0.0703 0.1751 10.764 0.2101 0.0000 5.8784 0.0714 0.1801 11.430 0.2101 0.0000 5.9488 0.0725 0.1851 11.945 0.2101 0.0000 6.0192 0.0736 0.1903 12.353 0.2101 0.0000 6.0897 0.0747 0.1955 12.908 0.2101 0.0000 6.1601 0.0758 0.2008 13.334 0.2101 0.0000 6.2305 0.0769 0.2062 13.747 0.2101 0.0000 6.3010 0.0780 0.2116 14.147 0.2101 0.0000 6.3714 0.0792 0.2172 14.537 0.2101 0.0000 6.4100 0.0798 0.2202 14.917 0.2101 0.0000 Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 8 Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Bioretention 1 Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 9 Analysis Results POC 1 POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run. Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 10 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 11 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 12 Appendix Predeveloped Schematic Courtyard Rain Garden 9/20/2021 10:40:31 AM Page 13 Mitigated Schematic Basin 1 or 0.38ac SI Bioretention iii Courtyard Rain Garden 9/20/2021 10:40:32 AM Page 14 Predeveloped UC/ File Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 15 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Courtyard Rain Garden.wdm MESSU 25 MitCourtyard Rain Garden.MES 27 MitCourtyard Rain Garden.L61 28 MitCourtyard Rain Garden.L62 END FILES 2009 09 30 UNIT SYSTEM 1 OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 4 IMPLND 8 RCHRES 1 RCHRES 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 16 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 16 0 4.5 0.03 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 16 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 16 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 4 ROOF TOPS/FLAT 8 SIDEWALKS/FLAT END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > 4 8 END IWAT-PARM2 IWAT-PARM3 IWATER input info: Part 2 LSUR SLSUR NSUR 400 0.01 0.1 400 0.01 0.1 *** RETSC 0.1 0.1 GWVS 0 Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 17 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 16 PERLND 16 IMPLND 4 IMPLND 8 ******Routing****** RCHRES 1 END SCHEMATIC <--Area--> <-Target-> MBLK *** <-factor-> <Name> # Tbl# *** 0.11 RCHRES 1 2 0.11 RCHRES 1 3 0.03 RCHRES 1 5 0.24 RCHRES 1 5 1 RCHRES 2 8 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** 1 Surface retentio-008 2 1 1 1 28 0 1 2 Bioretention 1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FG FG FG FG possible exit *** possible exit * * * * * * * * * * * * * * 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 END HYDR-PARM1 *** FUNCT for each possible exit *** 2 2 2 2 2 2 2 2 2 2 Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 18 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 <------ ><--------><-------- ><-------- ><-------- ><-------- ><-------- > 1 1 0.01 0.0 279.93 0.0 0.0 2 2 0.01 0.0 279.93 0.0 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial # - # *** VOL *** ac-ft <------><-------- > 1 0 2 0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES FTABLE 2 66 5 conditions for each HYDR section *** Initial value of COLIND Initial value of OUTDGT for each possible exit for each possible exit <--- ><--- ><--- ><--- ><---> *** <--- ><--- ><--- >< --- ><---> 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.052220 0.000000 0.000000 0.000000 0.070440 0.052220 0.001682 0.000000 0.000000 0.140879 0.052220 0.003364 0.000000 0.000000 0.211319 0.052220 0.005046 0.000000 0.000000 0.281758 0.052220 0.006518 0.000000 0.002314 0.352198 0.052220 0.007989 0.000000 0.004497 0.422637 0.052220 0.009460 0.000000 0.005116 0.493077 0.052220 0.010932 0.000000 0.009419 0.563516 0.052220 0.012403 0.000000 0.015457 0.633956 0.052220 0.013874 0.000000 0.019804 0.704396 0.052220 0.015346 0.000000 0.023433 0.774835 0.052220 0.016817 0.000000 0.033533 0.845275 0.052220 0.018288 0.000000 0.045927 0.915714 0.052220 0.019760 0.000000 0.049718 0.986154 0.052220 0.021231 0.000000 0.050872 1.056593 0.052220 0.022702 0.000000 0.060772 1.127033 0.052220 0.024174 0.000000 0.078214 1.197473 0.052220 0.025645 0.000000 0.097270 1.267912 0.052220 0.027116 0.000000 0.098392 1.338352 0.052220 0.028588 0.000000 0.121437 1.408791 0.052220 0.030059 0.000000 0.147472 1.479231 0.052220 0.031530 0.000000 0.165044 1.549670 0.052220 0.033002 0.000000 0.176614 1.620110 0.052220 0.034473 0.000000 0.190903 1.690549 0.052220 0.035944 0.000000 0.208972 1.760989 0.052220 0.037471 0.000000 0.210094 1.831429 0.052220 0.038997 0.000000 0.210094 1.901868 0.052220 0.040524 0.000000 0.210094 1.972308 0.052220 0.042051 0.000000 0.210094 2.042747 0.052220 0.043577 0.000000 0.210094 2.113187 0.052220 0.045104 0.000000 0.210094 2.183626 0.052220 0.046630 0.000000 0.210094 2.254066 0.052220 0.048157 0.000000 0.210094 2.324505 0.052220 0.049683 0.000000 0.210094 2.394945 0.052220 0.051210 0.000000 0.210094 2.465385 0.052220 0.052736 0.000000 0.210094 2.535824 0.052220 0.054263 0.000000 0.210094 2.606264 0.052220 0.055789 0.000000 0.210094 2.676703 0.052220 0.057316 0.000000 0.210094 2.747143 0.052220 0.058842 0.000000 0.210094 2.817582 0.052220 0.060369 0.000000 0.210094 2.888022 0.052220 0.061895 0.000000 0.210094 2.958462 0.052220 0.063422 0.000000 0.210094 3.028901 0.052220 0.064948 0.000000 0.210094 3.099341 0.052220 0.066475 0.000000 0.210094 3.169780 0.052220 0.068001 0.000000 0.210094 Velocity Travel Time*** (ft/sec) (Minutes)*** Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 19 3.240220 0.052220 0.069528 0.000000 0.210094 3.310659 0.052220 0.071054 0.000000 0.210094 3.381099 0.052220 0.072581 0.000000 0.210094 3.451538 0.052220 0.074107 0.000000 0.210094 3.521978 0.052220 0.075634 0.000000 0.210094 3.592418 0.052220 0.077160 0.000000 0.210094 3.662857 0.052220 0.078687 0.000000 0.210094 3.733297 0.052220 0.080213 0.000000 0.210094 3.803736 0.052220 0.081740 0.000000 0.210094 3.874176 0.052220 0.083266 0.000000 0.210094 3.944615 0.052220 0.084793 0.000000 0.210094 4.015055 0.052220 0.086319 0.000000 0.210094 4.085495 0.052220 0.087846 0.000000 0.210094 4.155934 0.052220 0.089372 0.000000 0.210094 4.226374 0.052220 0.090899 0.000000 0.210094 4.296813 0.052220 0.092425 0.000000 0.210094 4.367253 0.052220 0.093952 0.000000 0.210094 4.437692 0.052220 0.095479 0.000000 0.210094 4.508132 0.052220 0.097005 0.000000 0.210094 4.540000 0.052220 0.102036 0.000000 0.210094 END FTABLE 2 FTABLE 1 28 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.052220 0.000000 0.000000 0.000000 0.070440 0.053154 0.003711 0.000000 0.210094 0.140879 0.054097 0.007489 0.000000 0.210094 0.211319 0.055048 0.011333 0.000000 0.210094 0.281758 0.056007 0.015244 0.000000 0.210094 0.352198 0.056975 0.019223 0.000000 0.210094 0.422637 0.057950 0.023271 0.000000 0.210094 0.493077 0.058934 0.027388 0.000000 0.210094 0.563516 0.059926 0.031574 0.339545 0.210094 0.633956 0.060926 0.035830 1.038078 0.210094 0.704396 0.061935 0.040157 1.948507 0.210094 0.774835 0.062951 0.044556 3.012835 0.210094 0.845275 0.063976 0.049026 4.182996 0.210094 0.915714 0.065009 0.053569 5.411062 0.210094 0.986154 0.066050 0.058185 6.647711 0.210094 1.056593 0.067099 0.062874 7.843646 0.210094 1.127033 0.068157 0.067638 8.952582 0.210094 1.197473 0.069223 0.072476 9.935284 0.210094 1.267912 0.070297 0.077390 10.76438 0.210094 1.338352 0.071379 0.082380 11.42985 0.210094 1.408791 0.072469 0.087446 11.94506 0.210094 1.479231 0.073568 0.092590 12.35333 0.210094 1.549670 0.074675 0.097811 12.90761 0.210094 1.620110 0.075790 0.103110 13.33367 0.210094 1.690549 0.076913 0.108488 13.74654 0.210094 1.760989 0.078044 0.113946 14.14735 0.210094 1.831429 0.079184 0.119484 14.53712 0.210094 1.870000 0.079811 0.122550 14.91671 0.210094 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 20 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 2 MASS -LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 3 MASS -LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 5 MASS -LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS -LINK 8 END MASS -LINK END RUN Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 21 Predeveloped HSPF Message File Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 22 Mitigated HSPF Message File Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 23 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim 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 Inc. 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 Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Courtyard Rain Garden 9/20/2021 10:40:33 AM Page 24 STORM RUNOFF TREATMENT - WQ SIZING CALCULATIONS BY CONTECH FIELD FILTERRA #1 WWH? PROJECT General Model Information Project Name: default[1] Site Name: Site Address: City: Report Date: 8/2/2021 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year default[1] 8/2/2021 2:52:36 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 1.065 Pervious Total 1.065 Impervious Land Use acre Impervious Total 0 Basin Total 1.065 Element Flows To: Surface Interflow Groundwater default[1] 8/2/2021 2:52:36 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 1.005 Pervious Total 1.005 Impervious Land Use acre PARKING FLAT 0.06 Impervious Total 0.06 Basin Total 1.065 Element Flows To: Surface I nterflow Groundwater default[1] 8/2/2021 2:52:36 PM Page 4 Routing Elements Predeveloped Routing default[1] 8/2/2021 2:52:36 PM Page 5 Mitigated Routing default[1] 8/2/2021 2:52:36 PM Page 6 Analysis Results POC 1 W 0.29 U 0.21 a 013 005, 10 100 Percent Time Exce edirig + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.065 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 1.005 Total Impervious Area: 0.06 1- Cumulative Pro6a6ility ° 1 o.00� o.00i � s t x e to zo ao so ro ao so ess t o x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.031711 5 year 0.051961 10 year 0.064981 25 year 0.080469 50 year 0.091197 100 year 0.101218 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.099887 5 year 0.168174 10 year 0.222097 25 year 0.300096 50 year 0.365391 100 year 0.436894 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.036 0.193 1950 0.043 0.210 1951 0.069 0.107 1952 0.022 0.050 1953 0.018 0.038 1954 0.027 0.073 1955 0.043 0.077 1956 0.035 0.093 1957 0.028 0.120 1958 0.031 0.062 default[1] 8/2/2021 2:52:36 PM Page 7 1959 0.027 0.053 1960 0.048 0.116 1961 0.026 0.090 1962 0.016 0.039 1963 0.022 0.088 1964 0.032 0.085 1965 0.021 0.134 1966 0.020 0.055 1967 0.049 0.213 1968 0.027 0.119 1969 0.027 0.119 1970 0.021 0.084 1971 0.024 0.123 1972 0.053 0.187 1973 0.023 0.044 1974 0.026 0.113 1975 0.036 0.128 1976 0.026 0.086 1977 0.004 0.076 1978 0.022 0.085 1979 0.013 0.051 1980 0.062 0.230 1981 0.019 0.082 1982 0.040 0.210 1983 0.034 0.103 1984 0.021 0.065 1985 0.012 0.086 1986 0.054 0.103 1987 0.048 0.099 1988 0.019 0.038 1989 0.013 0.031 1990 0.115 0.419 1991 0.061 0.269 1992 0.025 0.074 1993 0.024 0.044 1994 0.008 0.031 1995 0.035 0.067 1996 0.080 0.181 1997 0.062 0.119 1998 0.015 0.089 1999 0.068 0.303 2000 0.024 0.096 2001 0.004 0.044 2002 0.028 0.180 2003 0.042 0.140 2004 0.045 0.218 2005 0.033 0.102 2006 0.037 0.104 2007 0.087 0.388 2008 0.106 0.263 2009 0.049 0.140 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1148 0.4186 2 0.1058 0.3877 3 0.0868 0.3031 default[1] 8/2/2021 2:53:04 PM Page 8 4 0.0804 0.2686 5 0.0693 0.2627 6 0.0680 0.2304 7 0.0621 0.2181 8 0.0619 0.2127 9 0.0609 0.2097 10 0.0543 0.2096 11 0.0526 0.1926 12 0.0493 0.1870 13 0.0487 0.1807 14 0.0480 0.1802 15 0.0478 0.1404 16 0.0447 0.1398 17 0.0433 0.1335 18 0.0431 0.1280 19 0.0418 0.1234 20 0.0402 0.1196 21 0.0373 0.1194 22 0.0365 0.1194 23 0.0360 0.1189 24 0.0348 0.1165 25 0.0347 0.1128 26 0.0344 0.1065 27 0.0332 0.1037 28 0.0319 0.1028 29 0.0311 0.1027 30 0.0280 0.1020 31 0.0280 0.0990 32 0.0274 0.0960 33 0.0270 0.0926 34 0.0267 0.0903 35 0.0267 0.0894 36 0.0263 0.0877 37 0.0258 0.0865 38 0.0257 0.0860 39 0.0249 0.0854 40 0.0243 0.0852 41 0.0242 0.0839 42 0.0242 0.0818 43 0.0233 0.0772 44 0.0225 0.0757 45 0.0217 0.0739 46 0.0217 0.0727 47 0.0214 0.0669 48 0.0212 0.0645 49 0.0207 0.0620 50 0.0203 0.0552 51 0.0194 0.0532 52 0.0189 0.0511 53 0.0176 0.0504 54 0.0164 0.0441 55 0.0152 0.0441 56 0.0131 0.0436 57 0.0125 0.0389 58 0.0123 0.0382 59 0.0082 0.0376 60 0.0043 0.0315 61 0.0038 0.0315 default[1] 8/2/2021 2:53:04 PM Page 9 default[1] 8/2/2021 2:53:04 PM Page 10 Duration Flows Flow(cfs) Predev Mit Percentage 0.0159 567 2391 421 0.0166 359 1870 520 0.0174 250 1564 625 0.0181 157 1302 829 0.0189 99 1093 1104 0.0197 66 886 1342 0.0204 25 700 2800 0.0212 14 572 4085 0.0219 7 473 6757 0.0227 6 400 6666 0.0235 5 347 6940 0.0242 5 305 6100 0.0250 3 261 8700 0.0257 3 230 7666 0.0265 3 205 6833 0.0273 3 186 6200 0.0280 3 172 5733 0.0288 2 147 7350 0.0296 1 136 13600 0.0303 1 128 12800 0.0311 1 119 11900 0.0318 0 112 n/a 0.0326 0 102 n/a 0.0334 0 96 n/a 0.0341 0 90 n/a 0.0349 0 87 n/a 0.0356 0 82 n/a 0.0364 0 77 n/a 0.0372 0 74 n/a 0.0379 0 71 n/a 0.0387 0 69 n/a 0.0394 0 65 n/a 0.0402 0 64 n/a 0.0410 0 57 n/a 0.0417 0 55 n/a 0.0425 0 51 n/a 0.0433 0 49 n/a 0.0440 0 46 n/a 0.0448 0 45 n/a 0.0455 0 42 n/a 0.0463 0 39 n/a 0.0471 0 38 n/a 0.0478 0 34 n/a 0.0486 0 34 n/a 0.0493 0 33 n/a 0.0501 0 32 n/a 0.0509 0 30 n/a 0.0516 0 29 n/a 0.0524 0 29 n/a 0.0531 0 27 n/a 0.0539 0 26 n/a 0.0547 0 23 n/a 0.0554 0 21 n/a 0.0562 0 18 n/a Pass/Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail WATER QUALITY SIZING NOT REQUIRED TO MATCH DURATIONS default[1] 8/2/2021 2:53:04 PM Page 11 0.0570 0 16 n/a Fail 0.0577 0 15 n/a Fail 0.0585 0 14 n/a Fail 0.0592 0 13 n/a Fail 0.0600 0 11 n/a Fail 0.0608 0 11 n/a Fail 0.0615 0 11 n/a Fail 0.0623 0 10 n/a Fail 0.0630 0 8 n/a Fail 0.0638 0 8 n/a Fail 0.0646 0 8 n/a Fail 0.0653 0 7 n/a Fail 0.0661 0 7 n/a Fail 0.0668 0 6 n/a Fail 0.0676 0 6 n/a Fail 0.0684 0 5 n/a Fail 0.0691 0 5 n/a Fail 0.0699 0 5 n/a Fail 0.0706 0 5 n/a Fail 0.0714 0 5 n/a Fail 0.0722 0 5 n/a Fail 0.0729 0 4 n/a Fail 0.0737 0 4 n/a Fail 0.0745 0 4 n/a Fail 0.0752 0 3 n/a Fail 0.0760 0 3 n/a Fail 0.0767 0 2 n/a Fail 0.0775 0 2 n/a Fail 0.0783 0 2 n/a Fail 0.0790 0 2 n/a Fail 0.0798 0 2 n/a Fail 0.0805 0 2 n/a Fail 0.0813 0 2 n/a Fail 0.0821 0 2 n/a Fail 0.0828 0 2 n/a Fail 0.0836 0 2 n/a Fail 0.0843 0 2 n/a Fail 0.0851 0 2 n/a Fail 0.0859 0 2 n/a Fail 0.0866 0 2 n/a Fail 0.0874 0 2 n/a Fail 0.0882 0 2 n/a Fail 0.0889 0 2 n/a Fail 0.0897 0 2 n/a Fail 0.0904 0 2 n/a Fail 0.0912 0 2 n/a Fail The development has an increase in flow durations from 1 /2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. default[1] 8/2/2021 2:53:04 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.058 acre-feet On-line facility target flow: 0.0327 cfs. Adjusted for 15 min: 0.0327 cfs. Off-line facility target flow: 0.0183 cfs. Adjusted for 15 min: 0.0183 cfs. default[1] 8/2/2021 2:53:04 PM Page 13 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit ❑uration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Failed default[1] 8/2/2021 2:53:04 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[1] 8/2/2021 2:53:12 PM Page 15 Appendix Predeveloped Schematic ff Basin 1 1.07ac default[1] 8/2/2021 2:53:12 PM Page 16 Mitigated Schematic Basin 1.07ac default[1] 8/2/2021 2:53:12 PM Page 17 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 2:53:13 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 11 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 default[1] 8/2/2021 2:53:13 PM Page 19 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 1.065 COPY 501 12 1.065 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC default[1] 8/2/2021 2:53:13 PM Page 20 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN default[1] 8/2/2021 2:53:13 PM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 16 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 2:53:13 PM Page 22 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 16 0 4.5 0.03 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 16 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 11 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 default[1] 8/2/2021 2:53:13 PM Page 23 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 16 PERLND 16 IMPLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 1.005 COPY 501 12 1.005 COPY 501 13 0.06 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS default[1] 8/2/2021 2:53:13 PM Page 24 END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN default[1] 8/2/2021 2:53:13 PM Page 25 Predeveloped HSPF Message File default[1] 8/2/2021 2:53:13 PM Page 26 Mitigated HSPF Message File default[1] 8/2/2021 2:53:13 PM Page 27 Disclaimer Legal Notice 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, Inc. 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, Inc. 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, Inc. has been advised of the possibility of such damages. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com default[1] 8/2/2021 2:53:13 PM Page 28 STORM RUNOFF TREATMENT - WQ SIZING CALCULATIONS BY CONTECH NORTH STAFFNISITOR PARKING LOT FILTERRA #2 WWHT PROJECT General Model Information Project Name: default[1] Site Name: Site Address: City: Report Date: 8/2/2021 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year default[1] 8/2/2021 3:23:02 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.801 Pervious Total 0.801 Impervious Land Use acre Impervious Total 0 Basin Total 0.801 Element Flows To: Surface Interflow Groundwater default[1] 8/2/2021 3:23:02 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.182 Pervious Total 0.182 Impervious Land Use acre PARKING FLAT 0.619 Impervious Total 0.619 Basin Total 0.801 Element Flows To: Surface Interflow Groundwater default[1] 8/2/2021 3:23:02 PM Page 4 Routing Elements Predeveloped Routing default[1] 8/2/2021 3:23:02 PM Page 5 Mitigated Routing default[1] 8/2/2021 3:23:02 PM Page 6 Analysis Results POC 1 ME 0.39 U 0.30 a 021 0.12 1 OE-5 1 10 100 Percent Time Exce edirig + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.801 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.182 Total Impervious Area: 0.619 l- Cumulative Pro6a6ility ° ol 0- '5 1 2 x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02385 5 year 0.03908 10 year 0.048873 25 year 0.060522 50 year 0.068591 100 year 0.076127 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.247623 5 year 0.316995 10 year 0.364618 25 year 0.426893 50 year 0.474896 100 year 0.52434 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.027 0.332 1950 0.033 0.335 1951 0.052 0.207 1952 0.016 0.172 1953 0.013 0.186 1954 0.020 0.202 1955 0.032 0.226 1956 0.026 0.223 1957 0.021 0.260 1958 0.023 0.202 0 00, 6 10 20 30 b0 70 60 90 96 99 49 -�5 1 D default[1] 8/2/2021 3:23:02 PM Page 7 1959 0.020 0.200 1960 0.036 0.214 1961 0.020 0.220 1962 0.012 0.185 1963 0.017 0.213 1964 0.024 0.201 1965 0.016 0.270 1966 0.015 0.174 1967 0.037 0.302 1968 0.021 0.344 1969 0.020 0.245 1970 0.016 0.231 1971 0.018 0.276 1972 0.040 0.300 1973 0.018 0.164 1974 0.019 0.255 1975 0.027 0.276 1976 0.019 0.198 1977 0.003 0.201 1978 0.016 0.247 1979 0.010 0.339 1980 0.047 0.338 1981 0.015 0.257 1982 0.030 0.370 1983 0.026 0.290 1984 0.016 0.187 1985 0.009 0.257 1986 0.041 0.218 1987 0.036 0.335 1988 0.014 0.200 1989 0.009 0.250 1990 0.086 0.489 1991 0.046 0.379 1992 0.019 0.185 1993 0.018 0.157 1994 0.006 0.167 1995 0.026 0.227 1996 0.060 0.255 1997 0.047 0.244 1998 0.011 0.235 1999 0.051 0.505 2000 0.018 0.247 2001 0.003 0.260 2002 0.021 0.326 2003 0.031 0.254 2004 0.034 0.470 2005 0.025 0.215 2006 0.028 0.193 2007 0.065 0.442 2008 0.080 0.372 2009 0.037 0.306 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0864 0.5049 2 0.0796 0.4890 3 0.0653 0.4696 default[1] 8/2/2021 3:23:31 PM Page 8 4 0.0605 0.4417 5 0.0521 0.3787 6 0.0512 0.3719 7 0.0467 0.3705 8 0.0466 0.3436 9 0.0458 0.3394 10 0.0409 0.3379 11 0.0396 0.3349 12 0.0371 0.3345 13 0.0366 0.3321 14 0.0361 0.3264 15 0.0360 0.3055 16 0.0336 0.3017 17 0.0326 0.2998 18 0.0324 0.2896 19 0.0315 0.2759 20 0.0302 0.2757 21 0.0281 0.2700 22 0.0275 0.2603 23 0.0271 0.2598 24 0.0262 0.2574 25 0.0261 0.2571 26 0.0258 0.2554 27 0.0250 0.2547 28 0.0240 0.2537 29 0.0234 0.2497 30 0.0211 0.2472 31 0.0211 0.2466 32 0.0206 0.2455 33 0.0203 0.2437 34 0.0201 0.2350 35 0.0201 0.2312 36 0.0198 0.2269 37 0.0194 0.2259 38 0.0193 0.2231 39 0.0187 0.2202 40 0.0183 0.2181 41 0.0182 0.2153 42 0.0182 0.2138 43 0.0175 0.2132 44 0.0169 0.2069 45 0.0164 0.2025 46 0.0163 0.2017 47 0.0161 0.2010 48 0.0159 0.2005 49 0.0156 0.2000 50 0.0153 0.1997 51 0.0146 0.1976 52 0.0142 0.1927 53 0.0132 0.1871 54 0.0123 0.1857 55 0.0114 0.1854 56 0.0099 0.1847 57 0.0094 0.1737 58 0.0092 0.1719 59 0.0061 0.1666 60 0.0033 0.1640 61 0.0028 0.1571 default[1] 8/2/2021 3:23:31 PM Page 9 default[1] 8/2/2021 3:23:31 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0119 0 1755 n/a Fail WATER QUALITY 0.0125 0 1573 n/a Fail SIZING NOT 0.0131 0 1447 n/a Fail REQUIRED TO 0.0136 0 1282 n/a Fail MATCH DURATIONS 0.0142 0 1167 n/a Fail 0.0148 0 1052 n/a Fail 0.0154 0 954 n/a Fail 0.0159 0 887 n/a Fail 0.0165 0 795 n/a Fail 0.0171 0 741 n/a Fail 0.0176 0 674 n/a Fail 0.0182 0 632 n/a Fail 0.0188 0 576 n/a Fail 0.0194 0 544 n/a Fail 0.0199 0 503 n/a Fail 0.0205 0 454 n/a Fail 0.0211 0 419 n/a Fail 0.0217 0 387 n/a Fail 0.0222 0 365 n/a Fail 0.0228 0 345 n/a Fail 0.0234 0 325 n/a Fail 0.0239 0 297 n/a Fail 0.0245 0 277 n/a Fail 0.0251 0 256 n/a Fail 0.0257 0 243 n/a Fail 0.0262 0 225 n/a Fail 0.0268 0 207 n/a Fail 0.0274 0 197 n/a Fail 0.0280 0 185 n/a Fail 0.0285 0 172 n/a Fail 0.0291 0 159 n/a Fail 0.0297 0 150 n/a Fail 0.0302 0 142 n/a Fail 0.0308 0 131 n/a Fail 0.0314 0 126 n/a Fail 0.0320 0 116 n/a Fail 0.0325 0 110 n/a Fail 0.0331 0 104 n/a Fail 0.0337 0 95 n/a Fail 0.0342 0 88 n/a Fail 0.0348 0 82 n/a Fail 0.0354 0 81 n/a Fail 0.0360 0 79 n/a Fail 0.0365 0 76 n/a Fail 0.0371 0 75 n/a Fail 0.0377 0 68 n/a Fail 0.0383 0 66 n/a Fail 0.0388 0 62 n/a Fail 0.0394 0 57 n/a Fail 0.0400 0 56 n/a Fail 0.0405 0 52 n/a Fail 0.0411 0 48 n/a Fail 0.0417 0 47 n/a Fail default[1] 8/2/2021 3:23:31 PM Page 11 0.0423 0 45 n/a Fail 0.0428 0 41 n/a Fail 0.0434 0 40 n/a Fail 0.0440 0 39 n/a Fail 0.0446 0 34 n/a Fail 0.0451 0 31 n/a Fail 0.0457 0 29 n/a Fail 0.0463 0 27 n/a Fail 0.0468 0 22 n/a Fail 0.0474 0 22 n/a Fail 0.0480 0 20 n/a Fail 0.0486 0 19 n/a Fail 0.0491 0 16 n/a Fail 0.0497 0 16 n/a Fail 0.0503 0 15 n/a Fail 0.0508 0 14 n/a Fail 0.0514 0 13 n/a Fail 0.0520 0 10 n/a Fail 0.0526 0 9 n/a Fail 0.0531 0 8 n/a Fail 0.0537 0 8 n/a Fail 0.0543 0 8 n/a Fail 0.0549 0 8 n/a Fail 0.0554 0 8 n/a Fail 0.0560 0 8 n/a Fail 0.0566 0 8 n/a Fail 0.0571 0 8 n/a Fail 0.0577 0 8 n/a Fail 0.0583 0 8 n/a Fail 0.0589 0 8 n/a Fail 0.0594 0 7 n/a Fail 0.0600 0 7 n/a Fail 0.0606 0 7 n/a Fail 0.0612 0 7 n/a Fail 0.0617 0 7 n/a Fail 0.0623 0 7 n/a Fail 0.0629 0 6 n/a Fail 0.0634 0 5 n/a Fail 0.0640 0 5 n/a Fail 0.0646 0 4 n/a Fail 0.0652 0 4 n/a Fail 0.0657 0 4 n/a Fail 0.0663 0 4 n/a Fail 0.0669 0 3 n/a Fail 0.0674 0 3 n/a Fail 0.0680 0 2 n/a Fail 0.0686 0 2 n/a Fail The development has an increase in flow durations from 1 /2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. default[1] 8/2/2021 3:23:31 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0818 acre-feet On-line facility target flow: 0.0992 cfs. Adjusted for 15 min: 0.0992 cfs. Off-line facility target flow: 0.0559 cfs. Adjusted for 15 min: 0.0559 cfs. default[1] 8/2/2021 3:23:31 PM Page 13 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit ❑uration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Passed default[1] 8/2/2021 3:23:31 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[1] 8/2/2021 3:23:39 PM Page 15 Appendix Predeveloped Schematic Basin 1 0.80ac LAi default[1] 8/2/2021 3:23:39 PM Page 16 Mitigated Schematic ffBasin 1 .80ac default[1] 8/2/2021 3:23:40 PM Page 17 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:23:40 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 11 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 default[1] 8/2/2021 3:23:40 PM Page 19 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.801 COPY 501 12 0.801 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC default[1] 8/2/2021 3:23:40 PM Page 20 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN default[1] 8/2/2021 3:23:40 PM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 16 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:23:40 PM Page 22 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 16 0 4.5 0.03 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 16 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 11 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 default[1] 8/2/2021 3:23:40 PM Page 23 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 16 PERLND 16 IMPLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.182 COPY 501 12 0.182 COPY 501 13 0.619 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS default[1] 8/2/2021 3:23:40 PM Page 24 END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN default[1] 8/2/2021 3:23:40 PM Page 25 Predeveloped HSPF Message File default[1] 8/2/2021 3:23:40 PM Page 26 Mitigated HSPF Message File default[1] 8/2/2021 3:23:40 PM Page 27 Disclaimer Legal Notice 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, Inc. 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, Inc. 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, Inc. has been advised of the possibility of such damages. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com default[1] 8/2/2021 3:23:40 PM Page 28 STORM RUNOFF TREATMENT - WQ SIZING CALCULATIONS BY CONTECH SOUTH STAFF/VISITOR PARKING LOT FILTERRA #3 WWHT PROJECT General Model Information Project Name: default[1] Site Name: Site Address: City: Report Date: 8/2/2021 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year default[1] 8/2/2021 3:29:03 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.901 Pervious Total 0.901 Impervious Land Use acre Impervious Total 0 Basin Total 0.901 Element Flows To: Surface Interflow Groundwater default[1] 8/2/2021 3:29:03 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.206 Pervious Total 0.206 Impervious Land Use acre PARKING FLAT 0.695 Impervious Total 0.695 Basin Total 0.901 Element Flows To: Surface I nterflow Groundwater default[1] 8/2/2021 3:29:03 PM Page 4 Routing Elements Predeveloped Routing default[1] 8/2/2021 3:29:03 PM Page 5 Mitigated Routing default[1] 8/2/2021 3:29:03 PM Page 6 Analysis Results POC 1 W 0.43 U 0.34 a 02 0.14 1 OE-5 1 10 100 Percent Time Exce edirig + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.901 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.206 Total Impervious Area: 0.695 l- Cumulative Pro6a6ility ° ol 0- '5 1 2 x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02385 5 year 0.03908 10 year 0.048873 25 year 0.060522 50 year 0.068591 100 year 0.076127 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.278132 5 year 0.356091 10 year 0.409612 25 year 0.479606 50 year 0.533563 100 year 0.589142 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.027 0.373 1950 0.033 0.376 1951 0.052 0.232 1952 0.016 0.193 1953 0.013 0.209 1954 0.020 0.227 1955 0.032 0.254 1956 0.026 0.251 1957 0.021 0.292 1958 0.023 0.227 0 00, 6 10 20 30 b0 70 60 90 96 99 49 -�5 1 D default[1] 8/2/2021 3:29:03 PM Page 7 1959 0.020 0.225 1960 0.036 0.240 1961 0.020 0.247 1962 0.012 0.207 1963 0.017 0.240 1964 0.024 0.225 1965 0.016 0.303 1966 0.015 0.195 1967 0.037 0.339 1968 0.021 0.386 1969 0.020 0.276 1970 0.016 0.260 1971 0.018 0.310 1972 0.040 0.337 1973 0.018 0.184 1974 0.019 0.287 1975 0.027 0.310 1976 0.019 0.222 1977 0.003 0.226 1978 0.016 0.278 1979 0.010 0.381 1980 0.047 0.380 1981 0.015 0.289 1982 0.030 0.416 1983 0.026 0.325 1984 0.016 0.210 1985 0.009 0.289 1986 0.041 0.245 1987 0.036 0.376 1988 0.014 0.224 1989 0.009 0.280 1990 0.086 0.550 1991 0.046 0.426 1992 0.019 0.208 1993 0.018 0.176 1994 0.006 0.187 1995 0.026 0.255 1996 0.060 0.286 1997 0.047 0.274 1998 0.011 0.264 1999 0.051 0.567 2000 0.018 0.277 2001 0.003 0.292 2002 0.021 0.367 2003 0.031 0.285 2004 0.034 0.528 2005 0.025 0.242 2006 0.028 0.216 2007 0.065 0.496 2008 0.080 0.418 2009 0.037 0.343 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0864 0.5672 2 0.0796 0.5496 3 0.0653 0.5275 default[1] 8/2/2021 3:29:32 PM Page 8 4 0.0605 0.4963 5 0.0521 0.4256 6 0.0512 0.4179 7 0.0467 0.4162 8 0.0466 0.3859 9 0.0458 0.3811 10 0.0409 0.3797 11 0.0396 0.3761 12 0.0371 0.3756 13 0.0366 0.3731 14 0.0361 0.3667 15 0.0360 0.3431 16 0.0336 0.3389 17 0.0326 0.3369 18 0.0324 0.3252 19 0.0315 0.3099 20 0.0302 0.3096 21 0.0281 0.3033 22 0.0275 0.2924 23 0.0271 0.2917 24 0.0262 0.2891 25 0.0261 0.2888 26 0.0258 0.2869 27 0.0250 0.2861 28 0.0240 0.2850 29 0.0234 0.2804 30 0.0211 0.2776 31 0.0211 0.2770 32 0.0206 0.2758 33 0.0203 0.2737 34 0.0201 0.2639 35 0.0201 0.2597 36 0.0198 0.2548 37 0.0194 0.2537 38 0.0193 0.2505 39 0.0187 0.2474 40 0.0183 0.2450 41 0.0182 0.2419 42 0.0182 0.2402 43 0.0175 0.2395 44 0.0169 0.2324 45 0.0164 0.2274 46 0.0163 0.2266 47 0.0161 0.2257 48 0.0159 0.2252 49 0.0156 0.2246 50 0.0153 0.2242 51 0.0146 0.2220 52 0.0142 0.2165 53 0.0132 0.2101 54 0.0123 0.2085 55 0.0114 0.2082 56 0.0099 0.2074 57 0.0094 0.1951 58 0.0092 0.1930 59 0.0061 0.1871 60 0.0033 0.1841 61 0.0028 0.1764 default[1] 8/2/2021 3:29:32 PM Page 9 default[1] 8/2/2021 3:29:32 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0119 0 1701 n/a Fail WATER QUALITY 0.0125 0 1559 n/a Fail SIZING NOT 0.0131 0 1408 n/a Fail REQUIRED TO 0.0136 0 1270 n/a Fail MATCH DURATIONS 0.0142 0 1134 n/a Fail 0.0148 0 1058 n/a Fail 0.0154 0 970 n/a Fail 0.0159 0 890 n/a Fail 0.0165 0 814 n/a Fail 0.0171 0 742 n/a Fail 0.0176 0 676 n/a Fail 0.0182 0 632 n/a Fail 0.0188 0 578 n/a Fail 0.0194 0 542 n/a Fail 0.0199 0 507 n/a Fail 0.0205 0 463 n/a Fail 0.0211 0 421 n/a Fail 0.0217 0 393 n/a Fail 0.0222 0 365 n/a Fail 0.0228 0 351 n/a Fail 0.0234 0 325 n/a Fail 0.0239 0 306 n/a Fail 0.0245 0 276 n/a Fail 0.0251 0 256 n/a Fail 0.0257 0 241 n/a Fail 0.0262 0 225 n/a Fail 0.0268 0 208 n/a Fail 0.0274 0 197 n/a Fail 0.0280 0 185 n/a Fail 0.0285 0 172 n/a Fail 0.0291 0 159 n/a Fail 0.0297 0 149 n/a Fail 0.0302 0 142 n/a Fail 0.0308 0 130 n/a Fail 0.0314 0 126 n/a Fail 0.0320 0 114 n/a Fail 0.0325 0 110 n/a Fail 0.0331 0 105 n/a Fail 0.0337 0 95 n/a Fail 0.0342 0 89 n/a Fail 0.0348 0 82 n/a Fail 0.0354 0 81 n/a Fail 0.0360 0 79 n/a Fail 0.0365 0 76 n/a Fail 0.0371 0 73 n/a Fail 0.0377 0 68 n/a Fail 0.0383 0 66 n/a Fail 0.0388 0 62 n/a Fail 0.0394 0 58 n/a Fail 0.0400 0 56 n/a Fail 0.0405 0 52 n/a Fail 0.0411 0 48 n/a Fail 0.0417 0 47 n/a Fail default[1] 8/2/2021 3:29:32 PM Page 11 0.0423 0 45 n/a Fail 0.0428 0 41 n/a Fail 0.0434 0 40 n/a Fail 0.0440 0 39 n/a Fail 0.0446 0 33 n/a Fail 0.0451 0 31 n/a Fail 0.0457 0 29 n/a Fail 0.0463 0 27 n/a Fail 0.0468 0 22 n/a Fail 0.0474 0 21 n/a Fail 0.0480 0 20 n/a Fail 0.0486 0 18 n/a Fail 0.0491 0 16 n/a Fail 0.0497 0 16 n/a Fail 0.0503 0 15 n/a Fail 0.0508 0 14 n/a Fail 0.0514 0 13 n/a Fail 0.0520 0 10 n/a Fail 0.0526 0 9 n/a Fail 0.0531 0 9 n/a Fail 0.0537 0 8 n/a Fail 0.0543 0 8 n/a Fail 0.0549 0 8 n/a Fail 0.0554 0 8 n/a Fail 0.0560 0 8 n/a Fail 0.0566 0 8 n/a Fail 0.0571 0 8 n/a Fail 0.0577 0 8 n/a Fail 0.0583 0 8 n/a Fail 0.0589 0 8 n/a Fail 0.0594 0 7 n/a Fail 0.0600 0 7 n/a Fail 0.0606 0 7 n/a Fail 0.0612 0 7 n/a Fail 0.0617 0 7 n/a Fail 0.0623 0 7 n/a Fail 0.0629 0 6 n/a Fail 0.0634 0 5 n/a Fail 0.0640 0 5 n/a Fail 0.0646 0 4 n/a Fail 0.0652 0 4 n/a Fail 0.0657 0 4 n/a Fail 0.0663 0 4 n/a Fail 0.0669 0 3 n/a Fail 0.0674 0 3 n/a Fail 0.0680 0 2 n/a Fail 0.0686 0 2 n/a Fail The development has an increase in flow durations from 1 /2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. default[1] 8/2/2021 3:29:32 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0919 acre-feet On-line facility target flow: 0.1114 cfs. Adjusted for 15 min: 0.1114 cfs. Off-line facility target flow: 0.0627 cfs. Adjusted for 15 min 0.0627 cfs. default[1] 8/2/2021 3:29:32 PM Page 13 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit ❑uration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Passed default[1] 8/2/2021 3:29:32 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[1] 8/2/2021 3:29:40 PM Page 15 Appendix Predeveloped Schematic Basin 1 0.90ac LAi default[1] 8/2/2021 3:29:40 PM Page 16 Mitigated Schematic Basin I1 0.90ac default[1] 8/2/2021 3:29:41 PM Page 17 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:29:41 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 11 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 default[1] 8/2/2021 3:29:41 PM Page 19 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.801 COPY 501 12 0.801 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC default[1] 8/2/2021 3:29:41 PM Page 20 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN default[1] 8/2/2021 3:29:41 PM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 16 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:29:41 PM Page 22 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 16 0 4.5 0.03 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 16 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 11 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 default[1] 8/2/2021 3:29:41 PM Page 23 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 16 PERLND 16 IMPLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.206 COPY 501 12 0.206 COPY 501 13 0.695 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS default[1] 8/2/2021 3:29:41 PM Page 24 END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN default[1] 8/2/2021 3:29:41 PM Page 25 Predeveloped HSPF Message File default[1] 8/2/2021 3:29:41 PM Page 26 Mitigated HSPF Message File default[1] 8/2/2021 3:29:41 PM Page 27 Disclaimer Legal Notice 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, Inc. 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, Inc. 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, Inc. has been advised of the possibility of such damages. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com default[1] 8/2/2021 3:29:41 PM Page 28 STORM RUNOFF TREATMENT - WQ SIZING CALCULATIONS BY CONTECH BUS LOOP DRIVE FILTERRA #4 WWH? PROJECT General Model Information Project Name: default[1] Site Name: Site Address: City: Report Date: 8/2/2021 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year default[1] 8/2/2021 3:34:42 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.88 Pervious Total 0.88 Impervious Land Use acre Impervious Total 0 Basin Total 0.88 Element Flows To: Surface Interflow Groundwater default[1] 8/2/2021 3:34:42 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.255 Pervious Total 0.255 Impervious Land Use acre PARKING FLAT 0.625 Impervious Total 0.625 Basin Total 0.88 Element Flows To: Surface I nterflow Groundwater default[1] 8/2/2021 3:34:42 PM Page 4 Routing Elements Predeveloped Routing default[1] 8/2/2021 3:34:42 PM Page 5 Mitigated Routing default[1] 8/2/2021 3:34:42 PM Page 6 Analysis Results POC 1 w 0.40 U 0.31 a � 0 22 0.13 10E-5 AA A 10E-4 10E 3 10E 2 10E 1 1 10 100 + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.88 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.255 Total Impervious Area: 0.625 �- Cumulative Probability ° o.00� o.00i � s t x e to zo ao so ro ao so ess t o x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02385 5 year 0.03908 10 year 0.048873 25 year 0.060522 50 year 0.068591 100 year 0.076127 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.254612 5 year 0.327822 10 year 0.378301 25 year 0.444542 50 year 0.495758 100 year 0.548638 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.027 0.346 1950 0.033 0.339 1951 0.052 0.215 1952 0.016 0.174 1953 0.013 0.188 1954 0.020 0.208 1955 0.032 0.231 1956 0.026 0.229 1957 0.021 0.270 1958 0.023 0.207 default[1] 8/2/2021 3:34:42 PM Page 7 1959 0.020 0.202 1960 0.036 0.223 1961 0.020 0.227 1962 0.012 0.188 1963 0.017 0.220 1964 0.024 0.206 1965 0.016 0.280 1966 0.015 0.178 1967 0.037 0.310 1968 0.021 0.353 1969 0.020 0.255 1970 0.016 0.238 1971 0.018 0.284 1972 0.040 0.314 1973 0.018 0.166 1974 0.019 0.264 1975 0.027 0.278 1976 0.019 0.204 1977 0.003 0.203 1978 0.016 0.253 1979 0.010 0.344 1980 0.047 0.355 1981 0.015 0.264 1982 0.030 0.383 1983 0.026 0.295 1984 0.016 0.192 1985 0.009 0.264 1986 0.041 0.222 1987 0.036 0.340 1988 0.014 0.202 1989 0.009 0.252 1990 0.086 0.521 1991 0.046 0.399 1992 0.019 0.190 1993 0.018 0.160 1994 0.006 0.168 1995 0.026 0.232 1996 0.060 0.266 1997 0.047 0.253 1998 0.011 0.240 1999 0.051 0.524 2000 0.018 0.254 2001 0.003 0.264 2002 0.021 0.340 2003 0.031 0.264 2004 0.034 0.486 2005 0.025 0.223 2006 0.028 0.201 2007 0.065 0.464 2008 0.080 0.392 2009 0.037 0.309 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0864 0.5239 2 0.0796 0.5205 3 0.0653 0.4863 default[1] 8/2/2021 3:35:10 PM Page 8 4 0.0605 0.4643 5 0.0521 0.3991 6 0.0512 0.3918 7 0.0467 0.3829 8 0.0466 0.3555 9 0.0458 0.3531 10 0.0409 0.3456 11 0.0396 0.3440 12 0.0371 0.3404 13 0.0366 0.3403 14 0.0361 0.3394 15 0.0360 0.3141 16 0.0336 0.3099 17 0.0326 0.3087 18 0.0324 0.2950 19 0.0315 0.2839 20 0.0302 0.2804 21 0.0281 0.2785 22 0.0275 0.2696 23 0.0271 0.2657 24 0.0262 0.2645 25 0.0261 0.2643 26 0.0258 0.2643 27 0.0250 0.2637 28 0.0240 0.2637 29 0.0234 0.2548 30 0.0211 0.2542 31 0.0211 0.2529 32 0.0206 0.2525 33 0.0203 0.2521 34 0.0201 0.2396 35 0.0201 0.2379 36 0.0198 0.2323 37 0.0194 0.2314 38 0.0193 0.2287 39 0.0187 0.2273 40 0.0183 0.2233 41 0.0182 0.2228 42 0.0182 0.2221 43 0.0175 0.2201 44 0.0169 0.2151 45 0.0164 0.2075 46 0.0163 0.2069 47 0.0161 0.2060 48 0.0159 0.2044 49 0.0156 0.2031 50 0.0153 0.2020 51 0.0146 0.2016 52 0.0142 0.2007 53 0.0132 0.1923 54 0.0123 0.1905 55 0.0114 0.1884 56 0.0099 0.1880 57 0.0094 0.1779 58 0.0092 0.1743 59 0.0061 0.1682 60 0.0033 0.1656 61 0.0028 0.1602 default[1] 8/2/2021 3:35:10 PM Page 9 default[1] 8/2/2021 3:35:10 PM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0119 0 1706 n/a Fail WATER QUALITY 0.0125 0 1535 n/a Fail SIZING NOT 0.0131 0 1405 n/a Fail REQUIRED TO 0.0136 0 1257 n/a Fail MATCH DURATIONS 0.0142 0 1116 n/a Fail 0.0148 0 1038 n/a Fail 0.0154 0 950 n/a Fail 0.0159 0 865 n/a Fail 0.0165 0 769 n/a Fail 0.0171 0 718 n/a Fail 0.0176 0 662 n/a Fail 0.0182 0 605 n/a Fail 0.0188 0 568 n/a Fail 0.0194 0 526 n/a Fail 0.0199 0 483 n/a Fail 0.0205 0 442 n/a Fail 0.0211 0 409 n/a Fail 0.0217 0 383 n/a Fail 0.0222 0 357 n/a Fail 0.0228 0 337 n/a Fail 0.0234 0 315 n/a Fail 0.0239 0 290 n/a Fail 0.0245 0 267 n/a Fail 0.0251 0 252 n/a Fail 0.0257 0 234 n/a Fail 0.0262 0 218 n/a Fail 0.0268 0 198 n/a Fail 0.0274 0 194 n/a Fail 0.0280 0 181 n/a Fail 0.0285 0 167 n/a Fail 0.0291 0 156 n/a Fail 0.0297 0 146 n/a Fail 0.0302 0 135 n/a Fail 0.0308 0 129 n/a Fail 0.0314 0 120 n/a Fail 0.0320 0 113 n/a Fail 0.0325 0 105 n/a Fail 0.0331 0 96 n/a Fail 0.0337 0 95 n/a Fail 0.0342 0 87 n/a Fail 0.0348 0 82 n/a Fail 0.0354 0 80 n/a Fail 0.0360 0 77 n/a Fail 0.0365 0 76 n/a Fail 0.0371 0 73 n/a Fail 0.0377 0 67 n/a Fail 0.0383 0 66 n/a Fail 0.0388 0 62 n/a Fail 0.0394 0 58 n/a Fail 0.0400 0 54 n/a Fail 0.0405 0 51 n/a Fail 0.0411 0 48 n/a Fail 0.0417 0 47 n/a Fail default[1] 8/2/2021 3:35:10 PM Page 11 0.0423 0 44 n/a Fail 0.0428 0 41 n/a Fail 0.0434 0 39 n/a Fail 0.0440 0 37 n/a Fail 0.0446 0 35 n/a Fail 0.0451 0 30 n/a Fail 0.0457 0 26 n/a Fail 0.0463 0 26 n/a Fail 0.0468 0 23 n/a Fail 0.0474 0 22 n/a Fail 0.0480 0 21 n/a Fail 0.0486 0 19 n/a Fail 0.0491 0 17 n/a Fail 0.0497 0 17 n/a Fail 0.0503 0 16 n/a Fail 0.0508 0 14 n/a Fail 0.0514 0 13 n/a Fail 0.0520 0 12 n/a Fail 0.0526 0 12 n/a Fail 0.0531 0 9 n/a Fail 0.0537 0 9 n/a Fail 0.0543 0 8 n/a Fail 0.0549 0 8 n/a Fail 0.0554 0 8 n/a Fail 0.0560 0 8 n/a Fail 0.0566 0 8 n/a Fail 0.0571 0 8 n/a Fail 0.0577 0 8 n/a Fail 0.0583 0 8 n/a Fail 0.0589 0 7 n/a Fail 0.0594 0 7 n/a Fail 0.0600 0 7 n/a Fail 0.0606 0 7 n/a Fail 0.0612 0 7 n/a Fail 0.0617 0 7 n/a Fail 0.0623 0 7 n/a Fail 0.0629 0 7 n/a Fail 0.0634 0 6 n/a Fail 0.0640 0 4 n/a Fail 0.0646 0 4 n/a Fail 0.0652 0 4 n/a Fail 0.0657 0 4 n/a Fail 0.0663 0 3 n/a Fail 0.0669 0 3 n/a Fail 0.0674 0 2 n/a Fail 0.0680 0 2 n/a Fail 0.0686 0 2 n/a Fail The development has an increase in flow durations from 1 /2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. default[1] 8/2/2021 3:35:10 PM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0848 acre-feet On-line facility target flow: 0.0999 cfs. Adjusted for 15 min: 0.0999 cfs. Off-line facility target flow: 0.0562 cfs. ,Adjusted for 15 min: 0.0562 cfs. default[1] 8/2/2021 3:35:10 PM Page 13 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit ❑uration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Passed default[1] 8/2/2021 3:35:10 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[1] 8/2/2021 3:35:18 PM Page 15 Appendix Predeveloped Schematic Basin 1 0.88ac LAi default[1] 8/2/2021 3:35:18 PM Page 16 Mitigated Schematic ffBasin 1 .88ac default[1] 8/2/2021 3:35:19 PM Page 17 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:35:19 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS 11 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 default[1] 8/2/2021 3:35:19 PM Page 19 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.801 COPY 501 12 0.801 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC default[1] 8/2/2021 3:35:19 PM Page 20 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN default[1] 8/2/2021 3:35:19 PM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> END FILES OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 <-----------File Name ------------------------------>*** *** INGRP INDELT 00:15 PERLND 16 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO default[1] 8/2/2021 3:35:19 PM Page 22 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY 16 0 4.5 0.03 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 16 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 16 0.1 0.25 0.25 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.25 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 11 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 default[1] 8/2/2021 3:35:19 PM Page 23 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 16 PERLND 16 IMPLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.255 COPY 501 12 0.255 COPY 501 13 0.625 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS default[1] 8/2/2021 3:35:19 PM Page 24 END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN default[1] 8/2/2021 3:35:19 PM Page 25 Predeveloped HSPF Message File default[1] 8/2/2021 3:35:19 PM Page 26 Mitigated HSPF Message File default[1] 8/2/2021 3:35:19 PM Page 27 Disclaimer Legal Notice 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, Inc. 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, Inc. 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, Inc. has been advised of the possibility of such damages. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com default[1] 8/2/2021 3:35:19 PM Page 28 APPENDIX B AESI "SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, INFILTRATION DESIGN, AND GEOTECHNICAL ENGINEERING REPORT" �C JACOBSON 25 a s s o c i a t e d e a r t h s c i e n c e s incorporated Subsurface Exploration, Geologic Hazard, Infiltration Design, and Geotechnical Engineering Report OLYMPIC VIEW K-8 SCHOOL Federal Way, Washington Prepared For: FEDERAL WAY SCHOOL DISTRICT NO. 210 Project No. 20200286E001 March 30, 2021 a s s o c i a t e d earth sciences i n c o r p o r a t e d March 30, 2021 Project No. 20200286EO01 Federal Way School District No. 210 1211 South 332"d Street Federal Way, Washington 98003 Attention: Mr. Mike Kwaske Subject: Subsurface Exploration, Geologic Hazard, Infiltration Design and Geotechnical Engineering Report Olympic View K-8 School 2626 SW 3271" Street Federal Way, Washington Dear Mr. Kwaske: We are pleased to present the enclosed copy of the referenced report. This report summarizes the results of tasks including subsurface exploration, geologic hazard analysis, laboratory testing, infiltration rate testing, stormwater infiltration design recommendations, and geotechnical engineering, and offers recommendations for design of the project. This report is based on project plans that were current at the time it was written. If plans change substantially, we should be allowed to review our recommendations and revise them as needed. This report supersedes our preliminary report sent out on November 4, 2020. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. Please contact me if you have any questions or if we can be of additional help to you. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 46 , � -- Kurt D. Merriman, P.E. Senior Principal Engineer KDM/Id - 20200286EO01-4 Kirkland I Tacoma I Mount Vernon 425-827-7701 1 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, INFILTRATION DESIGN, AND GEOTECHNICAL ENGINEERING REPORT OLYM PIC VIEW K-8 SCHOOL Federal Way, Washington Prepared for: Federal Way School District No. 210 1211 South 332,d Street Federal Way, Washington 98003 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, Washington 98033 425-827-7701 March 30, 2021 Project No. 20200286EO01 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of Associated Earth Sciences, Inc.'s (AESI's) subsurface exploration, geologic hazard analysis, geotechnical engineering, and stormwater infiltration design study for the proposed demolition and replacement of the existing Olympic View K-8 School in Federal Way, Washington. The site location is shown on the "Vicinity Map," Figure 1. The approximate locations of explorations completed for this study are shown on the "Site and Exploration Plan," Figure 2. The approximate locations of explorations in relation to the proposed construction can be found on the "Proposed Site and Exploration Plan," Figure 3. The location of the site in relation to groundwater supply wells is shown on the map of "Critical Aquifer Recharge Areas," Figure 4. Logs of our subsurface explorations are included in Appendix A. Laboratory testing is included in Appendix B. Infiltration test data sheets are included in Appendix C. 1.1 Purpose and Scope The purpose of this study is to provide subsurface soil and groundwater data to be utilized in the design of the Olympic View K-8 School replacement project. Our study included reviewing selected available geologic literature, advancing nineteen exploration borings (EB-1 through EB-19), excavating two exploration pits (EP-1 and EP-2), conducting five infiltration rate tests (IT-1 through IT-5), installing one groundwater observation well, completing laboratory testing of soil grain -size distribution, and performing a geologic study of subsurface sediment and groundwater conditions. Geotechnical engineering studies were completed to formulate recommendations for the type of suitable foundations, allowable foundation soil bearing pressures, anticipated foundation settlements, erosion considerations, and general site drainage. The stormwater infiltration part of our study is intended to support design of the infiltration facilities included on civil engineering plans. This report summarizes our current fieldwork and offers design recommendations based on our present understanding of the project. 1.2 Authorization Authorization to proceed with this study was given to AESI by means of District Purchase Order 21000138 dated February 16, 2021. Our study was accomplished in general accordance with our proposal dated January 14, 2021. This report has been prepared for the exclusive use of Federal Way School District (District) and its agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 1 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project site is that of the existing Olympic View K-8 School. The existing school was constructed in 1963. The existing school buildings are situated on the south-central part of the site, with paved parking areas to the east and south, paved and natural turf play areas to the north, and a bus drop-off lane to the south. Twin Lakes Golf and Country Club is adjacent offsite to the southwest. On -site topography is relatively flat where the existing buildings and playfields are located, with vertical relief of less than about 5 feet. At the north and southwest edges of the site, slopes descend from the developed portion of the site to the property boundary. In both locations existing slopes are approximately 20 to 30 feet tall. The existing slopes are not mapped as critical areas on the City of Federal Way Critical Areas Map dated May 2016. The slopes do not appear to meet the definition for Landslide Hazard Areas as defined in Federal Way Municipal Code (FWMC) Section 19.05.070. The project will include demolition of the existing school and construction of a new K-8 school. The new facility will be constructed close to existing grades without deep excavations or thick fill placement. The new building will be supported on conventional shallow foundations underlain by a ground improvement system consisting of aggregate piers. The project will include infiltration facilities north, east, and south of the new building as shown on Figure 3. 2.1 Historical Geotechnical Work AESI previously completed geotechnical engineering tasks for the District on the Olympic View Elementary School campus in 1998 and 2000. In 1998, we completed a limited investigation of an area of floor slab settlement and cracking. That study relied, in part, on a geotechnical report prepared in the 1960's by another consultant during design of the school that now exists. The older geotechnical report was not retained in our 1998 project archives but was summarized in our 1998 report. The older geotechnical report concluded that the project site was underlain in 1960 by approximately 10 feet of man -placed fill, which is consistent with the published geologic map discussed later in this report that depicts the site as being underlain at shallow depths by modified land. The report prepared by AESI in 1998 concluded that settlement of existing fill placed prior to the 1960's likely caused or contributed to the structural settlement investigated in 1998. In 2000, AESI performed a limited geotechnical investigation and made recommendations for repair of failing pavement and expansion of the bus lane. Two shallow hand explorations completed in the south parking lot encountered materials interpreted as weathered lodgement till sediments at shallow depths. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 2 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 3.0 SITE EXPLORATION Our field investigations for the current study were conducted in October 2020 and March 2021. It included advancing nineteen exploration borings, with one of the explorations completed as a groundwater observation well. Along with the borings, we completed five infiltration rate tests and excavated two exploration pits. The locations of subsurface explorations referenced in this study are presented relative to existing and proposed site development on Figure 2 and Figure 3. The various types of sediments, as well as the depths where the characteristics of the sediments changed, are indicated on the exploration logs presented in Appendix A. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types. If changes occurred between sample intervals in our exploration borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features depicted on the aerial photograph used as a basis for Figure 2. The conclusions and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Borings For this study, exploration borings were completed by advancing an 8-inch, outside -diameter, hollow -stem auger using a track -mounted drill. During the drilling process, samples were generally obtained at 2%- to 5-foot-depth intervals. The borings were continuously observed and logged by a geologist from our firm. The exploration logs presented in Appendix A are based on the field logs, drilling action, visual observation of the samples collected, and laboratory grain -size testing data included in this report. Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with ASTM International (ASTM) D-1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 3 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing. 3.2 Groundwater Observation Well One groundwater observation well was installed in EB-2W. This well consists of a 2-inch-diameter polyvinyl chloride (PVC) Schedule-40 well casing with threaded connections, the lower 10 feet of which is finely slotted (0.010-inch machine slot) well screen to allow water inflow. The annular space around the well screen was backfilled with clean sand, and the upper portion of annulus was sealed with bentonite chips and concrete. A flush -mounted steel monument was placed over the top of the wellhead for protection. The as -built configuration of the well is illustrated on the boring log in Appendix A. Within a week after installation, an AESI representative developed the well by adding several well volumes of water. The well was sounded most recently on March 2, 2021 and it was observed to remain dry. 3.3 Infiltration and Exploration Pits For this study, the five infiltration rate tests and two exploration pits were completed by using a Caterpillar 312 Trackhoe with steel tracks and a 36-inch-wide bucket. The infiltration test excavations and test pits allow direct observation of in situ subsurface conditions. The infiltration test excavations and exploration pits were continuously observed and logged by a geologist from our firm. The exploration logs presented in Appendix A are based on the field logs, digging action, visual observation of the samples collected, and laboratory grain -size testing data included in this report. Each pit was generally taken to a maximum depth allowed by the trackhoe, about 18.5 feet. More information about the infiltration testing can be found below in Sections 5.0 and 17.0. The samples obtained from exploration pits were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 4 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 4.0 SUBSURFACE CONDITIONS 4.1 Regional Geologic Map and Information by Others Published geologic mapping for the site and immediate vicinity were reviewed on the United States Geological Survey National Geologic Map Database' , and on the Washington State Department of Natural Resources (DNR) Geologic Information Portal'. These published regional geologic maps indicate that the site is underlain at shallow depths by modified land created during previous earthwork onsite. Vashon ice -contact sediments are mapped adjacent to the north of the site, Vashon lodgement till is mapped adjacent to the east and south, and Vashon advance outwash is mapped to the west. Published mapping suggests that the depth from the existing ground surface onsite to the base of the advance outwash is on the order of 60 feet. This estimated depth to the base of advance outwash can be important for stormwater infiltration feasibility, and is generally consistent with our interpretation of the sediments encountered in explorations for this study. 4.2 Site Stratigraphy Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. As shown on the exploration logs, soils encountered at the site consisted of fill of variable thickness overlying native sediments interpreted as Vashon advance outwash. Thin layers of native sediments interpreted as lodgement till were observed in three explorations between surficial fill and underlying advance outwash. The following sections present more detailed subsurface information on the sediment types encountered at the site. Topsoil and Existing Asphalt Organic -rich brown topsoil and grass were encountered at the ground surface in all borings and pits except EB-4, EB-9, EB-17, and EB-18 which were drilled through existing asphalt paving. The observed depths of topsoil ranged between 6 and 12 inches at the boring locations and are shown on the exploration logs. Where observed, the existing asphalt paving was 2 to 3 inches thick. Fill Fill soils (those not naturally placed), were encountered in all of our explorations with observed depths ranging from 3 to approximately 22.5 feet below the existing ground surface. Fill depth at three boring locations exceeded the depth drilled. Figure 2 of this report includes the observed 1 https://ngmdb.usgs.goy/ngmdb/ngmdb home.html Z https://www.dnr.wa.gov/geologyportal March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 5 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions fill depths at each of the exploration locations. The fill generally consisted of medium dense to very dense, moist, brown, fine to medium sand with variable silt content and variable gravel content. Looser fill with organic content was encountered in exploration borings EB-5 and EB-7 at depths ranging between 8 and 15 feet below existing ground surface. Existing fill is not recommended for foundation support and may require remedial preparation below new paving. Excavated existing fill material is suitable for reuse in structural fill applications if such reuse is specifically allowed by project plans and specifications, if excessively organic and any other deleterious materials are removed, and if moisture content is adjusted to allow compaction to the specified level and to a firm and unyielding condition. Existing fill is not suitable for use as an infiltration receptor for stormwater. Vashon Lodgement Till Stratigraphically underlying the fill, three of our exploration pits (EP-2, IT-3, and IT-5) encountered a typically dense to very dense, unsorted fine, silty, sand with varying amounts of gravel interpreted as Vashon lodgement till. Lodgement till was deposited at the base of an active continental glacier and was compacted by the weight of the overlying glacial ice. Undisturbed medium dense to very dense lodgement till sediments are suitable for foundation support. Due to the high percentage of fine-grained material present in these sediments, they are susceptible to disturbance when wet. Reuse of lodgement till in structural fill applications is feasible if allowed by project specifications, and will require drying to achieve moisture contents within 1 to 2 percent of optimum for compaction purposes. Careful management of moisture -sensitive soils will be needed to reduce the potential for disturbance of wet till and costs associated with repairing saturated subgrades. Lodgement till is not suitable for use as an infiltration receptor for stormwater. Vashon Advance Outwash Stratigraphically underlying the fill and lodgement till, sixteen of our exploration borings and all of our exploration pits encountered typically dense to very dense, stratified sand with varying amounts of silt and gravel interpreted as Vashon advance outwash. The observed depth to advance outwash sediments ranged from 6.5 to approximately 22.5 feet below the existing ground surface. Three borings did not penetrate deep enough to reach advance outwash sediments. We anticipate that advance outwash sediments are present below the entire site, and that explorations that did not encounter advance outwash were terminated at depths too shallow to reach the advance outwash. Advance outwash was deposited by meltwater streams from an advancing ice sheet and was glacially overridden and compacted. Advance outwash is suitable for support of aggregate piers, and for direct support of structural loads when prepared as recommended in this report. Advance outwash may contain a significant fine-grained fraction, and may be sensitive to excess moisture during placement in structural fill applications. Due to the depth below existing grade where it was encountered, advance outwash is unlikely to be March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 6 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions handled in substantial quantities during construction of the proposed project. Reuse of advance outwash in structural fill applications is feasible if allowed by project specifications, and will require drying to achieve moisture contents within 1 to 2 percent of optimum for compaction purposes. Advance outwash is suitable for use as an infiltration receptor for stormwater, and infiltration system design recommendations are presented later in this report. 4.3 Hydrology Groundwater was not encountered in any of the explorations for this study at the time they were completed (October 2020 and March 2021). Perched groundwater was not observed, but is possible during the wetter winter months within existing fill, above lodgement till or within the Vashon advance outwash above localized silty interbeds. Perched water occurs when surface water infiltrates down through relatively permeable soils, such as existing fill or coarser -grained advance outwash strata, and becomes trapped or "perched" atop a comparatively low -permeability barrier, such as lodgement till or silty interbeds within the fill or advance outwash. When water becomes perched within fill, it may travel laterally and may follow flow paths related to permeable zones that may not correspond to ground surface topography. The presence and quantity of groundwater will largely depend on the soil grain -size distribution, topography, seasonal precipitation, site use, on- and off -site land usage, and other factors. A groundwater observation well was installed at EB-2W and was screened within the Vashon advance outwash sediments between 65 and 75 feet below existing ground surface. The well will be used to monitor groundwater fluctuations throughout the next year. The well was dry when it was installed, and is useful to demonstrate a substantial interval of unsaturated advance outwash below future stormwater infiltration facilities. The most recent measurement was taken on March 2, 2021 and the well was observed to remain dry. Regional hydrogeology is discussed in Section 9.0 "Critical Aquifer Recharge Areas." 4.4 Laboratory Testin Grain -Size Analysis AESI performed 17 grain -size analyses (sieves) on representative samples of fill and Vashon advance outwash sediments. The grain -size analyses test results are included in Appendix B. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 7 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 5.0 INFILTRATION TESTING AND METHODS Infiltration testing was conducted in the Vashon advance outwash at the site to evaluate the suitability of the natural on -site sediments for stormwater infiltration. Testing was completed in accordance with the Pilot Infiltration Test (PIT) procedure as described in the 2016 King County Surface Water Design Manual (KCSWDM). The infiltration testing procedure consists of excavating a flat-bottomed pit with an area of at least 12 square feet. The base of the pit extended into the intended receptor soil stratum by at least 2 feet. The "constant -head" portion of the test is then conducted by discharging water into the pit for a "soaking period" of at least 6 hours to allow the receptor soils in the immediate vicinity of the pit to become saturated. After completion of the soaking period, water continues to be discharged into the pit at a rate sufficient to maintain a fairly consistent head over a period of at least 1 hour. The final "falling -head" portion of the test consists of monitoring the rate of head decline in the pit after the discharge of water into the pit is stopped. The civil engineering plans provided to AESI outline three proposed infiltration facilities as well as a possible alternate facility in the existing grass field on the north part of the site. It was necessary to offset tests IT-1 through IT-5 from proposed infiltration facility locations due to existing utilities and buildings which were in service at the time of testing. The infiltration tests were offset up to approximately 50 feet in plan view from the proposed infiltration facility locations. Infiltration testing for this study included test locations IT-1 through IT-5. Infiltration testing was conducted in the dense, un-weathered Vashon advance outwash. Infiltration test details are summarized in Table 1. Following completion of infiltration testing, the infiltration test pits were excavated below the tested depth to observe underlying soil conditions. Vashon advance outwash sediments were encountered to the total depth explored at each infiltration test location. Post-test seepage was observed in IT-2 and IT-3, above fine-grained layers at depths greater than the infiltration testing depth. No post-test seepage was observed in IT-1, IT-4, and IT-5. Exploration boring data included with this report show that the Vashon advance outwash sediments are present to at least 45 feet below ground surface at proposed infiltration locations. At the location of EB-2W Vashon advance outwash extended to greater than 76.5 feet and was unsaturated. The following table summarizes the field infiltration test results. Section 17.0 of this report presents recommended design infiltration rates that incorporate required reduction factors. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 8 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Table 1 Summary of Infiltration Testing Unfactored Field Infiltration Rates* Constant -Head Discharge Total Volume Level (feet) Constant -Head Falling -Head Test No. Surface Area Time Discharged During Last Test Test and Depth (square feet) (minutes) (gallons) Hour (in/hr) (in/hr) IT-1 at 26.5 420 1,243 1.04 12.0 12.0 10 feet IT-2 at 9 feet 22.0 420 4,071 0.92 42.3 44.2 IT-3 at 22.0 420 572 0.89 4.3 4.6 14 feet IT-4 at 11 feet 21.5 420 2,285 1.03 22.4 25.6 IT-5 at 19.5 420 1,731 0.90 21.6 24.9 11 feet in/hr = inches per hour *Field infiltration rates must be reduced for design to account for site variability and test method, clogging, and groundwater mounding. March 30, 2021 ART/Id - 20200286EO01-4 ASSOCIATED EARTH SCIENCES, INC. Page 9 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS We reviewed mapped geologic hazards on the City of Federal Way Critical Areas Map' and King County iMap', and the previously referenced DNR map. The reviewed maps do not indicate the presence of regulated critical slopes, liquefaction areas, or erosion hazard areas on or immediately adjacent to the project. The DNR map shows an inferred tectonic fault trace in close proximity to the northeast corner of the site which is discussed in further detail below. 6.0 LANDSLIDE HAZARDS AND MITIGATIONS The topography for most of the site is relatively flat to gently sloping. We reviewed topographic contours presented on Figure 2. A fill slope with inclinations of 20 to 30 percent is present on the western portion of the site. A fill slope with inclinations of 20 to 25 percent is present on the northeastern portion of the site. Based on visual reconnaissance of the site, the existing slopes (west, north, and northeast) appear to have performed well, with no visual indication of unusual erosion or slope instability. No emergent seepage was observed on the slopes during our site visit. Based on the relatively uniform inclinations, the slopes appear to have resulted from previous grading. Given the subsurface conditions on the site and the inclination and height of the slopes, it is our opinion that the risk of damage to the proposed improvements by landslide activity on these slopes under both static and seismic conditions is low. No detailed quantitative assessment of slope stability was completed as part of this study, and none is warranted to support the project as currently proposed, in our opinion. 7.0 SEISMIC HAZARDS AND MITIGATIONS The site does not include areas designated as Seismic Hazard Areas on the previously -referenced City of Federal Way Critical Areas Map. The following discussion is a more general assessment of seismic hazards that is intended to be useful to the project design team in terms of understanding seismic issues, and to the structural engineer for structural design. Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8-magnitude event. ' https://www.cityoffederalway.com/sites/default/files/maps/sensitive 2016.pdf z https://sismaps.kingcounty.gov/iMap/ March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 10 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are three types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) liquefaction, and 3) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 7.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. Current research indicates that surficial ground rupture is possible in areas close to the Tacoma Fault Zone (TFZ), the closest mapped fault zone to the project. The site is located in the TFZ. The TFZ is a zone of interrelated fault traces that runs approximately east to west in plan view and is several miles in width north to south. The TFZ is geologically active and capable of generating surface rupture during a seismic event. Fault traces in the TFZ are obscured at the ground surface by geologically young glacial sediments and by modification of the ground surface by human activities. Approximate locations of fault traces are mapped using indirect geophysical methods. We reviewed mapped faults on the Washington State DNR Geologic Map Porta13. The DNR map shows an inferred tectonic fault trace in close proximity to the northeast corner of the site. Faults in the project area are inferred from geophysical data, and if present are covered by thick layers of glacial sediments that make them difficult to locate precisely. A more detailed investigation of potential tectonic faulting is not included in our current scope but could be completed on request. 7.2 Liquefaction Liquefaction is a temporary loss in soil shear strength that can occur when loose granular soils below the groundwater table are exposed to cyclic accelerations, such as those that occur during earthquakes. The observed site sediments were observed to be unsaturated and are not expected to be prone to liquefaction due to their generally high density and absence of shallow groundwater. A detailed liquefaction hazard analysis was not performed as part of this study, and none is warranted, in our opinion. 3 https://www.dnr.wa.gov/geoIogyportaI March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 11 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations 7.3 Ground Motion/Seismic Site Class (2018 International Building Code) Structural design of the new building should follow 2018 International Building Code (IBC) standards. We recommend that the project be designed in accordance with Site Class "D" in accordance with the 2018 IBC, and the publication American Society of Civil Engineers (ASCE) 7 referenced therein, the most recent version of which is ASCE 7-16. 8.0 EROSION CONTROL Project plans should include implementation of temporary erosion controls in accordance with local standards of practice. Control methods should include limiting earthwork to seasonally drier periods if possible, use of perimeter silt fences, stabilized construction entrances, and straw mulch in exposed areas. Removal of existing vegetation should be limited to those areas that are required to construct the project, and new landscaping and vegetation with equivalent erosion mitigation potential should be established as soon as practical after grading is complete. During construction, surface water should be collected as close as possible to the source to minimize silt entrainment that could require treatment or detention prior to discharge. Timely implementation of permanent drainage control measures should also be a part of the project plans, and will help reduce erosion and generation of silty surface water onsite. 9.0 CRITICAL AQUIFER RECHARGE AREAS The site is within an area identified by the City of Federal Way as a Critical Aquifer Recharge Area (CARA). The following report sections are intended to satisfy report requirements for construction proposals within designated CARAs. 9.1 Critical Aquifer Recharge Areas Capture Zones Critical aquifer recharge areas have prevailing geologic conditions associated with infiltration rates that create a high potential for contamination of groundwater resources or contribute significantly to the replenishment of groundwater. The CARAs are classified in part by published time of travel (TOT) map zones, also referred to as Capture Zones, around individual water supply wells. The TOT refers to the amount of time it takes water to discharge to a well from its point of infiltration. Per FWMC Article V, Chapter 19.145.450: "This article regulates development located within designated capture zones. Six-month, one-year, five-year, and 10-year capture zones are designated as critical aquifer recharge areas under the provisions of the Growth Management March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 12 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Act (Chapter 36.70A RCW) and are established based on proximity to and travel time of groundwater to the city's public water source wells." Per FWMC 19.145.460: "As required by WAC 365-196-485 (Critical Areas), the city shall protect the quality and quantity of groundwater used for public water supplies. The Lakehaven Utility District ("LUD") has designated four capture zones based on proximity to and travel time of groundwater to Group A and Group B public water supplies." The capture zones include the following: (1) Six-month capture zone represents the land area overlaying the six-month time -of -travel zone of any public water source well owned by LUD. (2) One-year capture zone represents the land area overlaying the one-year time -of -travel zone of any public water source well owned by LUD, excluding the land area contained in the six-month capture zone. (3) Five-year capture zone represents the land area overlaying the five-year time -of -travel zone of any public water source well owned by LUD, excluding the land area contained in the six-month and one-year capture zones. (4) Ten-year capture zone represents the land area overlaying the 10-year time -of -travel zone of any public water source well owned by LUD, excluding the land area contained in the six-month, one-year, and five-year capture zones. 9.2 Regional Hydrogeology Water that exists in the pore spaces of sediments is part of the hydrologic cycle. In the natural state, the hydrologic cycle begins with infiltration of precipitation (recharge) and ends with discharge to springs, streams, wetlands, and/or wells. Under natural conditions, groundwater recharge and discharge may shift with climatic cycles but remain in overall balance. Groundwater will flow under saturated conditions, preferentially through materials with greater porosity and permeability, such as clean gravels and sands. Where geologic conditions limit discharge, groundwater accumulates in such permeable zones, where if sufficient groundwater quantities are present to supply water to wells, are termed aquifers. The regional hydrogeologic setting in the site vicinity has been described in three primary reference documents: • Luzier, J.E., 1969, Geology and ground -water resources of southwestern King County, Washington: Washington Division of Water Resources, Water -Supply Bulletin 28, scale 1:48,000. • Cline, D.R., 1969, Availability of ground water in the Federal Way area, King County, Washington: U.S. Geological Survey, Open -File Report OF-69-44, scale 1:24,000. • Woodward, D.G., Packard, F.A., Dion, N.P., and Sumioka, S.S., 1995, Occurrence and quality of ground water in southwestern King County, Washington: U.S. Geological Survey, Water -Resources Investigations Report 92-4098, scale 1:100,000. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 13 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations These reports include descriptions of principal hydrogeologic units, groundwater levels, and flow directions; largely based on information from water supply well logs, springs, and water pumpage data. Building on the previous studies, Woodward et al. (1995) correlated hydrogeologic units to the stratigraphic units in the site vicinity based on primary grain size and degree of saturation (i.e., aquifer or confining unit) and identified four hydrogeologic units relevant to the project, in addition to interflow: 1) Vashon till was designated Qvt as a confining bed, 2) Vashon advance outwash was designated Qva as an aquifer, 3) pre -Fraser non -glacial was designated Q(A)f as a confining bed, and 4) pre -Fraser glacial outwash was designated Q(A)c as an aquifer. Woodward et al. (1995) indicates that the site is located in area where the Q(A)f confining bed is absent and Qva aquifer and Q(A)c aquifer are hydraulically connected. 9.3 Groundwater Wells and Use Near the Site The Washington State Department of Ecology's (Ecology's) on-line well log, Washington State Department of Health's (DOH's) on-line source water assessment program (SWAP) was reviewed to obtain information on water supply wells near the subject property. The site and surrounding area are served by LUD. No Group A, Group B, or domestic wells are located within a 1/4-mile radius of the site. However, the site is within the 5- and 10-year TOT of one public water system well, the LUD well #19A (Figure 4). The LUD well #19A is summarized in Table 2 and described below. • The LUD well #19A is located about 2 miles southeast of the site (Figure 4). The DOH and Ecology well log indicate the well was drilled to 216 feet and screened from 114 to 154 feet and 164 to 184 feet below ground surface. The reported ground surface elevation and static water level are 283 feet above mean sea level (amsl) and 223 feet, respectively. Based on the location and depth of the well, the well is interpreted to produce from the Qva and Q(A)c aquifers. The regional groundwater flow direction is unknown, and the well is assumed to be located downgradient from the proposed infiltration system based on Woodward et al. (1995). As indicated above, the site is within the 5- and 10-year TOT of the well. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 14 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Table 2 Water Supply System Summary Approximate Well Group Water Reported Well Production Supply Name DOH Water System ID Depth (feet) Elevation (feet) Comment Lakehaven Water 41997 Depth to first open 169 to 99 feet Interpreted to and Sewer District Source No. 26 interval = 114; be screened in Well #19A Well depth = 184 the Qva and Q(A)c aquifers DOH Water System ID = Washington State Department of Health Water System Identification Number. 9.4 Impacts and Mitigation The proposed project will be designed to be protective of groundwater and surface water resources by treating and retaining/detaining stormwater in compliance with City of Federal Way stormwater requirements, and incorporating stormwater infiltration to maintain groundwater recharge. In our opinion, there should be no deleterious impact from the proposed development on water supply well LUD well #19A because the stormwater will be treated prior to infiltration and there is greater than 50 feet of unsaturated sediments above the water table to provide additional filtering/treatment. Groundwater elevations beneath the site are lower about elevation 212 feet, and lower than groundwater reported for LUD well #19A, indicating that the site is potentially downgradient from the water supply well. No additional mitigation measures are required. No detailed CARA analysis was performed for this project, and none is warranted, in our opinion. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 15 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations III. DESIGN RECOMMENDATIONS ii U01►1111081PIILON1 us] ►1 Our explorations indicate that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommendations in this report are incorporated into design and construction of the project. The bearing stratum was observed to vary from 3 to greater than 21 feet below the existing ground surface. • We recommend that the new building and any other substantial structures be constructed using a conventional shallow foundation system underlain by ground improvement consisting of the installation of aggregate piers. Other foundation support alternatives are possible, including removing and replacing existing fill, installing foundation piles, or soil cement treatment. We are available to discuss other foundation support approaches on request. • Areas of new paving and other similar ancillary structures should be assessed, and some level of remedial preparation of existing fill may be warranted as outlined in the "Site Preparation" section of this report. • Stormwater infiltration for the project is feasible in our opinion. Section 17.0 of this report presents recommended design infiltration rates applicable to specific locations where infiltration rate testing was completed. 11.0 SITE PREPARATION Erosion and surface water control should be established around the perimeter of the excavation to satisfy City of Federal Way requirements. 11.1 Building Pad Areas Site preparation should include removal of all existing pavement, structures, buried utilities, and any other deleterious material from below the new building. Floor support recommendations contained later in this report require the placement of at least 2 feet of compacted fill below floor slab areas or, alternatively, cement treatment of existing soils below the planned floor slab and capillary break as outlined in Section 11.4 of this report. The 2 feet of fill may be achieved during planned mass grading, or by excavating existing site soils and replacing as needed to establish the 2 feet of new compacted structural fill. If it is necessary to excavate to achieve 2 feet of compacted fill below the floor slabs, reuse of excavated soil as structural fill will be March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 16 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations weather -dependent. Structural fill should be placed in accordance with project specifications and the "Structural Fill" section of this report. The subgrade for the building pad, or for structural fill placement below the building pad, is expected to consist of existing fill. The subgrade should be proof -rolled and compacted. Any areas that are soft, yielding, organic, or otherwise unsuitable should be repaired as needed based on site observations during construction. Structural fill should then be placed to reach planned grades. The building pad should be capped with a working surface of at least 8 inches of crushed rock to facilitate construction of aggregate piers. 11.2 Paving Areas Areas of planned paving should be prepared by stripping existing vegetation and topsoil, removing structures and utilities to be demolished, and excavating to planned paving subgrade elevation. The resulting subgrade should then be evaluated visually, compacted, and proof -rolled. Exposed soils are expected to consist of existing fill. Areas with organic or deleterious material, or areas that yield during proof -rolling should receive additional preparation tailored to proof -rolling results and field conditions at the time of construction. 11.3 Allowance Recommendations Because building and paving subgrades will consist of existing fill, some amount of remedial subgrade preparation will likely be needed. We recommend establishing a unit cost in bid documents for removal and export of unsuitable soils, and import of suitable granular fill. The unit prices should be based on in situ bank cubic yards as the unit of measurement. An allowance should be included to encourage competitive unit pricing during bidding. The allowance language should establish that earthwork allowances are to be used only at the owner's direction, and in accordance with unit prices. For planning purposes we recommend including 500 cubic yards of export/import in bid documents. This is an arbitrary number intended to encourage competitive pricing, and to allow the owner to budget for anticipated remedial preparation. The actual amount used may be more or less based on field conditions during construction. 11.4 Soil Cement Treatment Treatment of weak and/or wet subgrade soils with Portland cement is often a cost-effective way to establish building pads, paving subgrades, and construction staging areas in areas of existing fill and weak native sediments. For this project, the "Site Preparation" section of this report recommends removing and recompacting the upper 2 feet of existing fill soils below new building pads. In lieu of recompacting existing soils, the existing fill soils could be left in place and cement -treated. If this alternative is selected, we recommend: March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 17 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations • Cement treatment should be completed after installation of aggregate piers. • The upper 1 foot of existing fill soils below building pads should be cement -treated in accordance with procedures outlined below. • If the building pad will be cement -treated, cement treatment should also be considered in construction staging areas and areas of planned paving. • Cement -treated areas will be more difficult to excavate for installation of buried utilities including subfloor Mechanical Electrical and Plumbing (MEP). This project also will use aggregate piers, which are typically avoided when laying out locations for subfloor utilities. In this situation the use of dedicated utilidors beneath the building can reduce conflicts between aggregate piers and subfloor utilities, and reduce the amount of soil - cement excavation that is required. • Project bid documents should include notifications to bidders that excavation of cement -treated soils is anticipated and is part of the base bid to avoid cost claims for extra work. Soil -cement treatment consists of applying dry Portland cement powder to the surface of a soil area that has excess moisture prior to compaction. The cement powder is thoroughly mixed into the underlying soil to a pre -determined depth. Hydration of the Portland cement consumes the excess moisture, and allows the soil to be compacted to a firm and unyielding condition. The amount of cement powder that is required is a function of field moisture content versus laboratory optimum moisture content for compaction purposes. Typically, the geotechnical engineer and contractor review field conditions, and estimate an appropriate soil -cement admixture rate to achieve the desired results. A test pad is then constructed using the estimated amount of cement powder. Results are evaluated and the cement admixture ratio is fine-tuned based on initial results. Typical admixture percentages range from about 3 to 7 percent by dry weight. On -site soils should be assumed to have a dry weight of 130 pounds per cubic foot (pcf). For bidding purposes, any place that soil -cement treatment is required, a soil -cement admixture ratio of 5 percent by dry weight should be used in the base bid. We recommend that the contract cement treatment base bid quantity also includes a unit cost per cubic yard of treated soil for application to payments in excess of the base bid, or credits for cement treatment volumes less than the base bid. The treated soil should be re -graded and compacted within 4 hours from the start of mixing. Soils should not be left undisturbed for more than 30 minutes after treatment occurs. Lift thickness March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 18 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations for compaction purposes should be no greater than 12 inches. In order to determine effectiveness of the treatment a proof -roll with a fully -loaded dump truck should be conducted 72 hours after the treatment occurs. Soil -cement areas are typically not durable to vehicle traffic or other intensive uses, particularly during wet weather, unless very high soil -cement admixture rates are used. The soil -cement admixture rates recommended in this report are for stabilization of soils with above -optimum moisture content that will be paved or otherwise protected before they are exposed to vehicles or other loads. If the soil -cement -treated areas are to be exposed to construction traffic or other heavy use, they should be protected by a surficial layer of structural fill, by a layer of asphalt pavement surfacing or asphalt treated base (ATB), or should be completed with a higher cement admixture percentage. If these situations occur, we should be allowed to offer situation -specific recommendations. Soil -cement treatment must be done in such a way that cement dust is controlled during completion of site work. This is typically accomplished through the use of flexible skirts on equipment used for application and mixing of the cement powder. Because the skirting and mixing equipment are specialized equipment, typically specialty contractors are retained for completion of soil -cement work. In addition to dust control, permitting may require monitoring of stormwater pH if soil -cement treatment is used. In our experience, typically soil -cement treated areas have a relatively short initial period of high stormwater pH that rapidly decreases over time. In the short term, it may be necessary to detain runoff from soil -cement areas and add dry ice or carbon dioxide diffusers to reduce pH to an acceptable level before discharge offsite. Typically, pH monitoring requirements will be imposed by either construction or stormwater permitting. AESI can provide pH monitoring services concurrent with our other construction observation activities onsite if requested to do so. 11.5 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction based on the conditions encountered at that time. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in loose to very dense fill and medium dense to very dense advance outwash sediments be planned at a maximum slope of 1.5H:1V (Horizontal:Vertical). Steeper temporary slopes in advance outwash sediments may be feasible if needed depending on site -specific conditions, but may not be needed for the project as currently proposed. Temporary cut slopes may need to be adjusted in the field at the time of construction based on the presence of surface water or perched seepage zones. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 19 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 11.6 Site Disturbance Some of the on -site soils contain a high percentage of fine-grained material, which makes them moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened, particularly during wet weather conditions. If disturbance occurs in areas of conventional footings, the softened soils should be removed and the area brought to grade with clean crushed rock fill. Because of the moisture -sensitive nature of the soils, we anticipate that wet weather construction would significantly increase the earthwork costs over dry weather construction. 11.7 Winter Construction The existing fill material contains substantial silt and is considered highly moisture -sensitive. Soils excavated onsite will likely require drying during favorable dry weather conditions to allow their reuse in structural fill applications. During winter conditions use of excavated on -site soils in compacted fill applications may not be possible, and the use of imported fill or cement treatment of on -site soils may be needed if sitework will be completed during the winter. Care should be taken to seal all earthwork areas during mass grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth -drum roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever rain is possible. If winter construction is expected, crushed rock fill should be used to provide construction staging areas where exposed soil is present. The stripped subgrade should be observed by the geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi 50OX or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. Soil -cement treatment is another approach to providing a workable site during the winter. We are available to provide more detailed cement -treatment recommendations on request and if allowed by the governing jurisdiction. 11.8 Frozen Suberades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw, and then be re -compacted prior to placing subsequent lifts of structural fill. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 20 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 12.0 STRUCTURAL FILL Structural fill should be placed and compacted according to the recommendations presented in this section and requirements included in project specifications. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum dry density using ASTM D-1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with City of Federal Way standards. For planning purposes, we recommend the use of a well -graded sand and gravel for road and utility trench backfill. At this time we are not aware of any planned right-of-way work associated with the project. The contractor should note that AESI should evaluate any proposed fill soils prior to their use in fills. This would require that we have a sample of the material at least 3 business days in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills is not recommended during the winter months or under wet site and weather conditions. Most of the on -site soils are moisture -sensitive and have natural moisture contents over optimum for compaction and will likely require moisture -conditioning before use as structural fill. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If import soil is required, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 30 percent retained on the No. 4 sieve. A representative from our firm should observe the subgrades and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 21 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 13.0 FOUNDATIONS Conventional shallow footings may be used for building support when founded on existing fill soils improved by placement of aggregate piers, as previously discussed. Figure 3 of this report includes observed and estimated bearing surface data. Building foundations should be supported by on -site fill soils improved by construction of compacted aggregate piers. Building foundations should be designed for an allowable foundation soil bearing pressure of 5,000 pounds per square foot (psf). This allowable foundation soil bearing pressure may be increased by one-third to accommodate transient wind and seismic loads. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM D-1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Foundation settlement parameters are established as part of the aggregate pier design process and are summarized in the following report section. Disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided, as discussed under the "Drainage Considerations" section of this report. 13.1 Aggregate Piers Aggregate piers are recommended below the new building and any other substantial structures. Aggregate piers are vertical columns of compacted stone that are constructed on the building pad before new foundations are constructed. The purpose of aggregate piers is to both improve existing fill soils and to transmit loads to more competent native bearing soils at depth. Aggregate piers are formed by drilling or displacing the existing soil column to a pre -determined depth with an auger or vibratory mandrel. Crushed rock is fed from the surface and compacted in thin lifts resulting in a column of compacted aggregate and compaction of soils surrounding the pier. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 22 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations Aggregate piers are proprietary systems and are designed by the contractor who installs them. The contractor will determine the depth and diameter of the pier holes and the appropriate spacing. Aggregate pier designs are specifically tailored to a foundation plan, and the locations and depths of foundations should be determined prior to aggregate pier design. Conventional shallow foundations are then constructed above the subgrade after piers have been installed. The aggregate pier contractor should review exploration logs contained in this report carefully. Existing fill soils, such as those observed in our explorations, may contain drilling obstacles. Where drilling obstacles are encountered, the contractor should be prepared to relocate planned piers or remove obstacles, as needed, as part of the base bid work. The aggregate pier design should be based on the following parameters: Footings: Maximum Allowable Bearing Pressure for Footings 5000 psf Supported by Aggregate Piers: Maximum Total Long -Term Settlement for Footings: <_ 1 inch Maximum Long -Term Differential Settlement of Adjacent <_ % inch Footings: Maximum Aggregate Pier Spacing Under Foundations: 8 feet We recommend full-time construction observation by AESI during pier installation to verify that the piers extend to native bearing soils. Air or water jetting are not acceptable practices during the installation of aggregate piers. 14.0 DRAINAGE CONSIDERATIONS Traffic across the on -site soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, during sitework and construction, the contractor should provide surface drainage and subgrade protection, as necessary. Any retaining walls and all perimeter foundation walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed gravel. The level of the perforations in the pipe should be set at the bottom of the footing, and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. The perforations should be located on the lower portion of the pipe. In addition, any retaining or subgrade walls should be lined with a minimum, 12-inch-thick, washed gravel blanket, backfilled completely with free -draining material over the full height of the wall March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 23 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations (excluding the first 1 foot below the surface). Composite drainage mats such as Mira Drain 6000 installed in accordance with the manufacturer's recommendations may be used in lieu of the free -draining aggregate blanket for walls such as stormwater detention vaults that will not be completed as finished habitable space on the interior. The drainage aggregate or composite drain mats should tie into and freely communicate with the footing drains. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. To minimize erosion, stormwater discharge or concentrated runoff should not be allowed to flow down any steep slopes. In planning, exterior grades adjacent to walls should be sloped downward away from the structures at an inclination of at least 3 percent to achieve surface drainage. Runoff water from impervious surfaces should be collected by a storm drain system that discharges into the site stormwater system. F&111lstele] CZ►19]ago] Cil Floor slabs can be supported on 2 feet of new structural fill or cement -treated subgrade soils as described in the "Site Preparation" section of this report and need not be underlain by aggregate piers. Foregoing aggregate piers below the floor slab will result in substantial cost savings, but will result in some risk of larger than normal post -construction settlement of floor slabs due to potential variabilities in underlying existing fill which will be relied on for floor support. If the risk of larger than normal floor slab settlement is not acceptable, floor slabs should be supported by aggregate piers in a manner similar to foundation support as previously discussed. All fill placed beneath the slab must be compacted to at least 95 percent of ASTM D-1557. The floors should be cast atop a minimum of 4 inches of washed pea gravel or washed crushed rock to act as a capillary break where moisture migration through the slabs is to be controlled. The capillary break material should be overlain by a 10-mil-thick vapor barrier material prior to concrete placement. American Concrete Institute (ACI) recommendations should be followed for all concrete placement. 16.0 FOUNDATION WALLS The following recommendations may be applied to conventional walls up to 8 feet tall. We should be allowed to offer situation -specific input if any taller walls are planned. All backfill behind foundation walls or around foundation units should be placed in accordance with our recommendations for structural fill and as described in this report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist lateral earth pressure represented by an equivalent fluid equal to 35 pcf. Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 24 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2018 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils or imported structural fill compacted to 90 percent of ASTM D-1557 within about 3 feet of the wall. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. Wall drainage recommendations are presented in Section 14.0 of this report. 16.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters which include a factor of safety of 1.5: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 17.0 INFILTRATION RECOMMENDATIONS AND ESTIMATED DESIGN INFILTRATION RATES Generally, our explorations encountered existing fill soils underlain by Vashon advance outwash. In our opinion based on our reconnaissance, document research, subsurface exploration, March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 25 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations infiltration testing, and geologic interpretations, the Vashon advance outwash at depth at this site will be a suitable infiltration receptor horizon for stormwater generated onsite. We conducted an infiltration study during the week of March 15t, 2021. Our test locations are designated IT-1 through IT-5 and the approximate locations are shown on the "Site and Exploration Plan," Figure 2. The testing depths ranged between 9 and 14 feet below the existing ground surface and the field rates ranged from about 4 to 40 inches per hour. The infiltration rate test results reflect variability both vertically and laterally within the Vashon advance outwash. Lenses and interbeds of low -permeability, silty sediments can impede vertical infiltration of water and affect infiltration rates achievable on a long-term basis. Groundwater was not encountered during any of our subsurface explorations and our explorations have demonstrated that unsaturated conditions exist in the advance outwash below the site to a depth of 76.5 feet below the existing ground surface at the location of EB-2W. The well was screened from 75 to 65 feet and has been dry since installation. Existing fill soils are not considered to be a suitable receptor soil for stormwater infiltration due to their high variability and high percentage of fine-grained particles. Shallow infiltration into advance outwash sediments is feasible in our opinion using underground perforated Corrugated Metal Pipe (CMP) stormwater detention pipes as currently proposed. AESI recommends that the infiltration facility bases be situated a minimum of 3 feet into the native Vashon advance outwash in order to access the un-weathered Vashon advance outwash sediments. Any existing fill or other deleterious materials that are within the footprint of the infiltration facility and deeper than the planned infiltration facility base should be removed and replaced with suitable drainage aggregate. 17.1 Estimated Design Infiltration Rate The City of Federal Way has adopted the 2016 KCSWDM. Correction factors are described in Section 5.2 "Preliminary Design Infiltration Rates." The design infiltration rate needs to take into account not just the tested interval, but also the geological setting; e.g., similar sediment types below the infiltration horizon vs. wide variability, both laterally and vertically, within the sediments below and in the vicinity of the infiltration facility. Based on explorations completed in the vicinity of the proposed infiltration facilities, sediment types are variable and discontinuous over relatively short distances. The design infiltration rates were derived using the correction factors for testing, facility geometry, and plugging, per the following formula as described in the 2016 KCSWDM, Section 5.2.1: Idesign = Imeasured x Ftesting x Fgeometry x Fplugging March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 26 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations Idesign and Imeasured are the design and measured infiltration rates. According tot he 2016 KCSWDM, correction factor Ftesting accounts for uncertainties in the testing methods. The correction factor for the PIT Ftesting is 0.5. The Fgeometry correction factor accounts for the influence of facility geometry and depth to the water table or impervious strata on the field -based infiltration rate. The KCSWDM states that this factor must be between 0.25 and 1.0, as determined by the following equation: Fgeometry = 4 D/W + 0.05 Where D = Depth from the bottom of the proposed facility to the maximum wet season water table or nearest impervious layer, whichever is less; and W = Width of the facility. The KCSWDM requires a minimum vertical separation of 5 feet between the base of an infiltration facility and the seasonal high groundwater level or a restrictive stratum. The minimum vertical separation can be reduced to as little as 3 feet if it can be demonstrated through a mounding analysis that the reduced separation will not impact infiltration facility performance. At the time of our explorations, no groundwater was observed in boring EB-2W since installation, indicating that groundwater is below about elevation 212 feet. The ground surface elevation at the proposed infiltration facilities is approximately 290 feet. Water level monitoring will continue through the wet season. The monitoring program is intended to document that there is adequate vertical separation from the base of the proposed stormwater infiltration system and groundwater. At the time of this report, specific infiltration facility depths have not been determined. The facility type consists of rectangular underground infiltration chambers. We selected a value for Fgeometry of 1.0 because the depth to groundwater is greater than 50 feet. The plugging factor (Fplugging) is based on the grain size of the materials tested. The options for this factor are: • 0.7 for loams and sandy loams; • 0.8 for fine sands and loamy sands; • 0.9 for medium sands; and • 1.0 for coarse sands and cobbles, or any soil type in an infiltration facility preceded by a water quality facility. We selected a value of 0.7 based on the potential for fine sand layering observed in our explorations and the difficulty in maintaining an underground infiltration structure. This factor and the maintenance considerations should be reviewed by the civil engineer and owner. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 27 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations The estimated preliminary design infiltration rates for the infiltration facilities range from 1.5 to 14.8 inches per hour for the referenced correction factors. The correction factors used and the resulting [design preliminary design infiltration rates are shown in Table 3. The specific factors derived for individual test results are summarized in Table 3. The recommended long-term design infiltration rates shown in the last column of Table 3 represent the maximum allowable long-term design rate after the correction factors have been applied. The facility -specific design infiltration rate is based upon the field infiltration testing, grain -size distribution testing, subsurface exploration, groundwater level data, and AESI's experience on projects with similar site conditions. The design infiltration rates given above requires that a representative of AESI observe the subgrade, is present during the excavation and backfilling of the infiltration facilities, and completes performance verification testing of the subgrade at the time of construction. Table 3 Correction Factors and Preliminary Design Infiltration Rates Field Facility Infiltration Preliminary Design Rate Design Infiltration (in/hr) Infiltration Rate Facility Name Test No. (Imeasured) Ftesting Fgeometry Fplugging Rate (in/hr) (Idesign) CMP Pipes #1 IT-1 12.0 0.5 1.0 0.7 4.2 4 2* IT-2 42.3 0.5 1.0 0.7 14.8 CMP Pipes #2 IT-5 21.6 0.5 1.0 0.7 7.5 7.5 CMP Pipes #3 IT-4 22.4 0.5 1.0 0.7 7.8 7.8 Optional Field Facility IT-3 4.3 0.5 1.0 0.7 1.5 1.5 in/hr = inches per hour CMP = Corrugated Metal Pipe *If the design includes a series of infiltration trenches or pit drains below the facility subgrade, the design infiltration rate would be based on the geometric mean of infiltration tests IT-1 and IT-2, which is 7.9 inches per hour. 17.2 Infiltration Facility Subgrade Recommendations For the design infiltration rate to be achieved, the infiltration facility base must be excavated through any encountered existing fill and unsuitable soils, if encountered, and that the base of the infiltration facility be embedded a minimum of 3 feet into the Vashon advance outwash that is consistent with the outwash encountered during infiltration testing. We have the following comments and recommendations: March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/Id-20200286EO01-4 Page 28 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 1. The base of the infiltration facilities should be situated a minimum of 3 feet into the native outwash sediments. AESI should confirm the required minimum embedment into outwash sediments at the time of construction. 2. The infiltration facility subgrade should be scarified prior to placement of import aggregate. Care should be taken to limit compaction of the subgrade. Compaction of the subgrade will reduce the infiltration capacity. 3. Due to natural variability of the subsurface conditions, the potential for field adjustments should be anticipated based on actual conditions encountered during construction. 4. Depending on the season the infiltration facility is constructed, perched water within the fill should be anticipated. The contractor should be prepared to handle the perched water. 5. Due to the natural stratification of the Vashon advance outwash soils it may be necessary to include shallow infiltration trenches below the bottom of facility. The advance outwash is stratified with occasional interbeds of fine-grained layers. Infiltrating water may become perched on these fine-grained layers and slow the infiltration rate. Shallow infiltration trenches at the base of an infiltration facility allow for stormwater to access the coarse -grained layers and maintain the design infiltration rates with time. We are available to help with design of the infiltration subgrade infiltration trenches on request. 17.3 Protection of Subgrade and Infiltration Facilities During Construction We recommend that excavation equipment should not be allowed on the infiltration facility subgrade, and care should be taken to minimize disturbance and compaction of the infiltration surface. Construction of infiltration facilities during seasonal wet weather can be very difficult. Rain events that occur when infiltration facilities are under construction and incomplete can cause significant damage that requires costly repairs. We recommend that project bid documents require construction of infiltration facilities during the summer when wet weather is less likely. Care must be taken to ensure the import aggregate products are clean and free of fines. Stockpiled backfill materials must be protected from site soils and run-on from silt -contaminated surfaces. Once the facility is excavated and constructed, the contractor must provide temporary protection of the facility to keep turbid water and fine-grained sediments out of the facility. Uncontrolled runoff into the infiltration facility will contaminate the subgrade with fine-grained sediments, March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 29 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations constitute failure of the subgrade, requiring removal of all backfill materials and contaminated subgrade, and replacement with clean backfill materials. The infiltration facility must not be used to infiltrate stormwater during construction. All construction site stormwater should be directed to a suitable location as specified on the approved temporary erosion and sedimentation control (TESC) plan. The infiltration facility must be kept isolated from influent flows until after the site has been stabilized, so that construction runoff is not introduced into any infiltration facility. 17.4 Construction Phase Performance Infiltration Testing Recommendations The City may require performance infiltration testing or a signed letter verifying that the Best Management Practices (BMPs) have been inspected, installed correctly, and are functioning as designed. We recommend that AESI observe the subgrade, be present during the excavation and backfilling of the infiltration facilities, and complete performance verification infiltration testing at the time of construction, instead of after the underground infiltration facility is backfilled. Following excavation of the infiltration facilities, we recommend that the exposed subgrade be infiltration tested by a representative of AESI to establish a baseline level of infiltration performance prior to placement of the infiltration chambers and imported aggregate. Water supply is the responsibility of the contractor. Typically, fire hydrant(s) will be used to provide a continuous supply of water during the infiltration tests. The flow rate, total volume, and stage height/water level will be recorded at regular intervals (usually 15 minutes). 17.5 Converting the Infiltration Facility to On -Line Status Prior to bringing the infiltration facility on-line, the following elements must be achieved: 1. All planned earthwork must be complete. 2. Site stabilization must be complete: a. All permanent groundcover in place. b. No exposed topsoil. c. Hydroseeded areas must have established growth sufficient to fix topsoil in place. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 30 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations d. No visible sediment transport by stormwater during rain events. e. Catch -basin filter socks should no longer be needed and shall be removed. 3. Hard surfaces such as paving and sidewalks must be cleaned with no visible sediment or substances that could be transported by stormwater. 4. All stormwater collection system components must be cleaned and inspected: a. All catch basins, manholes, and similar structures shall be cleaned by rinsing and vacuuming to remove visible sediment. No water used in the cleaning of the upstream system shall be discharged into the infiltration facility. b. All stormwater pipes shall be jetted to remove visible sediment. c. After cleaning, a video survey shall be completed of all pipes and structures in the stormwater collection system. The owner shall be notified prior to the video survey work so they may observe the work in progress if desired. A recording of the video survey shall be provided to the owner, civil engineer, and AESI. The survey shall include sufficient detail to correlate video images with on -site locations. 5. AESI shall be notified that construction is complete, and shall be allowed to install long-term monitoring components such as water level loggers, if applicable, before water is routed to the infiltration facility. 6. The owner, civil engineer, and AESI must be notified that the above items have been completed, and must concur that the above items have been satisfactorily completed. 7. Written authorization must be provided from the owner, civil engineer, and AESI to the contractor that water may be routed to the infiltration facility for disposal. 8. Following the first substantial rain event after the infiltration facility is brought on-line, the system shall be visually inspected. The contractor shall contact the owner, civil engineer, and AESI to attend the inspection, and shall open facility enclosures, catch basins, manholes, and other structures as needed to allow visual inspection. 17.6 Recommendations for Future Infiltration -Related Stud We recommend that AESI be allowed to review infiltration design details prior to finalizing plans. Because the infiltration test locations were offset from infiltration facility locations, confirmatory March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d - 20200286EO01-4 Page 31 Subsurface Exploration, Geologic Hazard, Infiltration Design, Olympic View K-8 School and Geotechnical Engineering Report Federal Way, Washington Design Recommendations infiltration rate testing is recommended after the existing buildings are demolished and before the new infiltration facilities are constructed. Confirmatory infiltration rate testing will be included in our construction phase services proposal for the project. 18.0 PAVEMENT AND SIDEWALK RECOMMENDATIONS The pavement sections included in this report section are for driveway and parking areas onsite, and are not applicable to right-of-way improvements. At this time, we are not aware of any planned right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation -specific recommendations. Pavement and sidewalk areas should be prepared in accordance with the "Site Preparation" section of this report. Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with structural fill. New paving may include areas subject only to light traffic loads from passenger vehicles driving and parking, and may also include areas subject to heavier loading from vehicles that may include buses, fire trucks, food service trucks, and garbage trucks. In light traffic areas, we recommend a pavement section consisting of 3 inches of hot -mix asphalt (HMA) underlain by 4 inches of crushed surfacing base course. In heavy traffic areas, we recommend a minimum pavement section consisting of 4 inches of HMA underlain by 2 inches of crushed surfacing top course and 4 inches of crushed surfacing base course. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM D-1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with ATB beneath the final asphalt surfacing if desired. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 1%- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected to result from construction traffic. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 32 Olympic View K-8 School Federal Way, Washington Subsurface Exploration, Geologic Hazard, Infiltration Design, and Geotechnical Engineering Report Design Recommendations 19.0 PROJECT DESIGN AND CONSTRUCTION MONITORING We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, we can confirm that our recommendations have been correctly interpreted and implemented in the design. The City of Federal Way may require a plan review by the geotechnical engineer as a condition of permitting. We recommend that AESI be retained to provide geotechnical special inspections during construction, and preparation of a letter summarizing our construction phase work when construction is complete. The City of Federal Way may require such geotechnical special inspections. The integrity of the earthwork and foundations depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. We have enjoyed working with you on this study and are confident these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Aaron R. Tu'rnley, G.I.T. Staff Geologist wlrlll� Bruce W. Guenzler, L.E.G. Senior Associate Geologist Attachments: Figure 1. Figure 2. Figure 3. Figure 4. Appendix A. Appendix B. Appendix C. Kurt D. Merriman, P.E. Senior Principal Engineer Vicinity Map Site and Exploration Plan Proposed Site and Exploration Plan Critical Aquifer Recharge Areas Exploration Logs Laboratory Testing Results Infiltration Test Data Sheets March 30, 2021 ASSOCIATED EARTH SCIENCES, INC. ART/,d-20200286EO01-4 Page 33 kb tip' • -_� iij.:ti 1kOAIlk f. ) 4-Park ' I' d } ►L WAY X _ F` � - � � .yx• 7 C 7- I SITE IL o a ■0 2000 VICINITY MAP Feet DATA SOURCES/REFERENCES: NOTE: BLACK AND WHITE OLYMPIC VIEW K-8 SCHOOL USGS: 7.5' SERIES TOPOGRAPHIC MAPS, ESRI/1-CUBED/NGS 2013 REPRODUCTION OF THIS COLOR FEDERAL WAY, WAS H I N GTO N KING CO: STREETS, CITY LIMITS, PARCELS, PARKS 3/20 ORIGINAL MAY REDUCE ITS LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE EFFECTIVENESS AND LEAD TO PROJ NO. DATE: FIGURE: INCORRECT INTERPRETATION 20200286EO01 11 /20 1 _, > +k__ f !Y J ,•��% i 1 j ° dl "c rr , r f r.s f z �I �...,_y .. ,_ . I �1� -�.., - 't n' ,. � � . ,. �.- 7� . � - _s f try •^r f r � � :B EB - -5 O �l ' •- EP-2 ❑ - � y x r EB-12 IT-1, ir:IMP& r *. , EP-1�— EB-13 O. .. O EB-11 S�' EB-2W0 lOEB 1 EB-14 ` N , EB-15 EB-16 E13-3 U) J J 230 O O ME 1 ` IT-4 ��. Z�pA, E B 4 E B -117 EB-18 O — • t.. B s r EB-9 O � A � � IT-5 290 �#E \ ?Y , —Ts W 327th St 4 All APR .. - r r Lj Av r;` ram! \ ) / r 31. , ►rt0 1�'-f G s f t[. Ll- nologies, Inc. t 4 y \ �\ s ° • Ea I LEGEND Q SITE ❑ EXPLORATION PIT - 2021 Q INFILTRATION TEST - 2021 O EXPLORATION BORING - 2021 EXPLORATION BORING - 2020 . MONITORING WELL - 2020 PARCEL CONTOUR 10 FT CONTOUR 2 FT DATA SOURCES/REFERENCES: PSLC: KING COUNTY 2016, GRID CELL SIZE IS 3' DELIVERY 2 FLOWN 2/25/16 - 3/28/16 CONTOURS FROM LIDAR KING CO STREETS, PARCELS, 3/20 AERIAL PICTOMETRY INT. 2019 LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE N A 0 150 FEET BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION a s s o c i a t e d earth sciences i n c o r p o r a t e d EXISTING SITE AND EXPLORATION PLAN OLYMPIC VIEW K-8 SCHOOL FEDERAL WAY, WASHINGTON PROJ NO. DATE: I FIGURE: 20200286E001 3/21 2 Ir—r—ra—rrrarrrrr —rr—r—rr—rrrr—rr—r i err rr—rr—rrr--rr�rr rrrrrrrrrrrrrrrw —rr C4.01 r r r 1 11 r .» C4.02 1 1 r= r <<<r, EB 5, 14ft MPjAll P PF3 4" 1 E13-13, 17 5f1 P!, EB-1 IT - 1 EP-1, 8ft0 1 1; EB-6, 21ft El r , - I - r� �r �� ! `„"'�X ��•' 1 EPA-;2, 3 ft — IT-4, 7ft E�10; 8ft B :B-11, 8ft I`. 8ft::.r.�o�.�loMP PIPES#z 2,Oft�_. EB 1,M6ft,, EB 16, 18ft ' 4 f; 12.5ft 1 3`,- 8ft E13-14.:22.5fta., -2W, --------------- 1 EB-8, l�d 6�5ft f -- � PIP�S�41 �1 ' E13-9, 12.5ft _ E B -19 , 15 ft E y .EB-4, 17 EB 18, 21ft ' , .., 4 z I T E0-7, 21ft rrrrrfrrrrrrrrrrirrrrrrr-rrrrrrrrr-rrrrrrrrrirrrrrrrrrrr�rr rr rrr r r r i r r r r r r r r r r r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LEGEND Q SITE ❑ EXPLORATION PIT, DEPTH OF FILL - 2021 O INFILTRATION TEST, DEPTH OF FILL - 2021 O EXPLORATION BORING, DEPTH OF FILL - 2021 EXPLORATION BORING, DEPTH OF FILL - 2020 . MONITORING WELL, DEPTH OF FILL - 2020 DATA SOURCES / REFERENCES: MCGRANAHAN ARCHITECTS, OLYMPIC VIEW K-8 (OLV), OVERALL DRAINAGE PLAN, SHEET C4.00, 2/4/21 KING CO: PARCELS 3/20 LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE Z -< 0 100 FEET BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION 0 a s s o c i a t e d earth sciences i n c o r p o r a t e d PROPOSED SITE AND EXPLORATION PLAN OLYMPIC VIEW K-8 SCHOOL FEDERAL WAY, WASHINGTON PROJ NO. DATE: I FIGURE: 20200286E001 3/21 3 ILL o 0 m w 8 cn W 1 WELL , LU LU 23 r A. Lu Lu I 7 / U Q — _ -WELL' 7 Q x ♦ r * WELL 7 E H- wLA - ! A r - r WELL 18 A. W. ELL 19A } _ ' WEE DA �LL 0 L 15s , LEGEND a s s o c i a t e d SITE TIME OF TRAVEL earth sciences SITE BUFFER 1300' 6 MONTH I rl C o r p o r a t e d WATER DISTRICT 1 YEAR C SERVICE 0 0 2000 WELLHEAD BOUNDARY 5YEAR 10YEAR Feet PROTECTION ZONES DATA SOURCES/REFERENCES: NOTE: BLACK AND WHITE OLYMPIC VIEW K-8 SCHOOL DOH 12/19: WELLHEAD PROTECTION AREAS, LHWD GROUP A REPRODUCTION OF THIS COLOR FEDERAL WAY, WASHINGTON ORIGINAL MAY REDUCE ITS USGS: 7.5' SERIES TOPOGRAPHIC MAPS, ESRI/I-CUBED/NGS 2013 EFFECTIVENESS AND LEAD TO PROJ NO. DATE: FIGURE: LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 20200286E001 11 /20 4 APPENDIX A Exploration Logs U EZ °o Well -graded gravel and Terms Describing Relative Density and Consistency o p o o OW g ravel with sand, little to 2) Density SPT blows/foot w o no fines Very Loose 0 to 4 Coarse-4 to 10 o o o 0 o 0 0 o o o GP Poorly -graded gravel 0)Loose > U) c> o o - v, o �,o w Grained Soils Medium Dense 10 to 30 Test Symbols 0 0 o 0 0 0 o and gravel with sand, Dense 3o to 50 little to no fines Very Dense >50 G = Grain Size M = Moisture Content ° 0° 0 Silty gravel and silty 6 Z C LO o Consistency SPT(2�blows/foot Y A= Atterberg Limits c a S GM gravel with sand Very Soft 0 to 2 C = Chemical Fine - v ~ ` .Soft ° 0 ° 0 2 to 4 DID =Dry Density Grained Soils c E 0 .i Medium Stiff 4 to 8 K = Permeability g o Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 N NI Gc clayey gravel with sand Hard >30 o L Component Definitions o Well -graded sand and t Descriptive Term Size Range and Sieve Number m SW sand with gravel, little Boulders Larger than 12" o Li u e to no fines Cobbles 3" to 12" m ;n a� _ eveeeveeee Gravel 3" to No. 4 (4.75 mm) Poorly -graded sand con c i °' A SP and sand with gravel, Coarse Gravel 3" to 3/4" Fine Gravel 3/4to No. 4 75 mm " 4 (� ) 4) c cn o v N o little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) 0 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) 6 o y � SM Silty Sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) N v c N o a tp.-::'::. gravel Silt and Clay Smaller than No. 200 (0.075 mm) (3) Estimated Percentage Moisture Content Na sc Clayey sand and co NI clayey sand with gravel Component Percentage by Weight Dry - Absence of moisture, Trace <5 dusty, dry to the touch Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, moisture o ML silt with sand or gravel Some 5 to <12 Moist - Damp but no visible u7 c T w Modifier 12 to <30 water Clay Of low to medium o `—° (silty, sandy, gravelly) Very Moist - Water visible but d CL plasticity; silty, sandy, or not free draining z •= gravelly clay, lean clay Very modifier 30 to <50 Wet -Visible free water, usual) Y NE (silty, sandy, gravelly) from below water table 0- a == Organic clay or silt of low Symbols 2 — OL plasticity Blows/6" or 0 Sampler portion of 6" Cement grout o Type / i surface seal Elastic silt, clayey silt, silt 2.0" OD Sampler Type o o �, MH with micaceous or Split Spoon p Description (4) Bentonite seal � o or fine sand or Sampler p 3.0" OD Split -Spoon Sampler - :-= Filter pack with A o silt (SPT) 3.25" OD Split -Spoon Ring Sampler (4) . - ; . :: blank casing :: Clay of high plasticity, v) U o c � CH sandy or gravelly Clay, fat _ Bulk sample 3.0" OD Thin Wall Tube Sampler section Screened casing m E J clay with sand or ravel Y g (including Shelby tube) _ or Hydrotip =with filter pack U — c Grab Sample - End cap c ;% Organic clay or silt of o Portion not recovered OH medium to high (1) (4) Percentage by dry weight Depth of ground water plasticity (2) (SPT) Standard Penetration Test 1 ATD = At time of drilling ASTM D-1586 (3) ( ) Q Static water level (date) In General Accordance with w Peat, muck and other rn _ c a, 0 PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 12% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and g plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification 3 methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. T O! ° a s s o c i a t e d earth sciences EXPLORATION LOG KEY FIGURE Al N o i n c o r p o r a t e d a EXPLORATION PIT NO. EP-1 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 289 ft Grass / Topsoil - 6 inches 1 Medium dense, moist, brown, silty, fine to medium SAND, some coarse sand, some gravel; unsorted (SM). 2 Fill 3 Medium dense, moist, brown, silty, medium to coarse SAND, some fine sand, some gravel, trace cobble; unsorted (SM). 4 5 6 7 8 Vashon Advance Outwash 9 Dense, moist, grayish brown, fine SAND, trace silt; occasional silt laminations; massive (SP). 10 11 Dense, grayish brown, fine to coarse SAND, some silt, some gravel, trace cobble; unsorted 12 (SP-SM). 13 Dense, moist, grayish brown, fine SAND, some medium to coarse sand, some silt, trace gravel; 14 occasional silt laminations (SP-SM). 15 16 17 Dense, moist, grayish brown, fine SAND, some coarse sand, trace silt, trace gravel; massive (SP). 18 19 Bottom of exploration pit at depth 18.5 feet No seepage. Minor caving 8 to 18.5 feet. 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/1/21 U Y EXPLORATION PIT NO. EP-2 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 288 ft Grass / Topsoil - 6 inches 1 Medium dense, moist, brown, silty, fine to medium SAND, some coarse sand, some gravel; unsorted (SM). 2 Fill 3 Medium dense, moist, brown, silty, fine SAND, some medium to coarse sand, some gravel; unsorted (SM). 4 Vashon Lodgement Till / Till Fill? Very dense, moist, brownish gray with iron oxide staining, silty, fine SAND, some medium to coarse 5 sand, some gravel; diamict; unsorted (SM). 6 7 8 9 Vashon Advance Outwash 10 Dense, moist, brown, medium to coarse SAND, some silt, some fine sand, some gravel; unsorted (SP-SM). 11 12 Dense, moist, grayish brown, fine SAND, some gravel, trace silt; occasional silt laminations (SP). 13 14 15 16 17 Dense, moist, grayish brown, fine SAND, some coarse sand, some gravel, trace silt, trace cobble (SP). 18 Dense, moist, grayish brown, fine SAND, trace silt, trace gravel; massive (SP). 19 Bottom of exploration pit at depth 18.5 feet No seepage. Minor caving 9 to 18.5 feet. 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/1/21 U Y EXPLORATION PIT NO. IT-1 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 290 ft Grass / Topsoil - 6 inches Medium dense, moist, light brown, silty fine SAND, some medium to coarse sand, some gravel, 1 some cobbles; unsorted (SM). 2 Fill 3 Medium dense to loose, moist, gray to dark brown, silty, fine SAND, some medium sand; occasional 4 boulders and cobbles; organics observed; organic odor (SM). 5 6 7 8 Vashon Advance Outwash Dense, moist, brown, medium to coarse SAND, some silt, some fine sand, some gravel (SM). 9 10 Dense, moist, brownish orange, gravelly, fine SAND, some silt; stratified (SP-SM). 11 12 Dense, moist, brownish orange, fine SAND, some gravel, trace silt (SP). 13 14 Dense, moist, grayish brown, fine to medium SAND, some gravel, trace silt; stratified (SP). 15 16 Bottom of exploration pit at depth 15 feet No seepage. Minor caving 6 to 15 feet. Infiltration test performed at 10 feet. 17 18 19 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/1/21 U Y EXPLORATION PIT NO. IT-2 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 290 ft Fill 1 Loose, moist, brownish gray, fine SAND, trace silt; massive (utility sand for long jump) (SP). 2 Medium dense to loose, moist, brown, silty, fine SAND, some medium to coarse sand, some gravel; 3 occasional organic debris; unsorted (SM). Layer of rootlets 3 to 4 feet. 4 5 6 Vashon Advance Outwash 7 Medium dense, moist, brown, fine SAND, trace silt; occasional horizontal silt laminations (SP). 8 9 Dense, moist, grayish brown, fine to medium SAND, trace silt, trace gravel; occasional horizontal silt laminations (SP). 10 11 12 Dense, moist to wet, grayish brown, medium to coarse SAND, some gravel, trace silt, trace cobbles; non -continuous silt lamination (1 inch thick) in sidewall (SP). 13 14 15 Dense, moist, brown, GRAVEL, some medium to coarse sand, some silt; silt coated gravels 16 (GP -GM). 17 18 Dense, moist, brownish grey, medium to coarse SAND, some gravel, some fine sand, trace silt 19 (SP). Bottom of exploration pit at depth 18.5 feet Seepage observed during over -excavation at —12 feet. Minor caving 9 to 18.5 feet. Infiltration test performed at 9 feet. 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/2/21 I- U Y EXPLORATION PIT NO. IT-3 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 289 ft Grass / Topsoil - 6 inches 1 Fill Medium dense, moist, brown, silty, fine to medium SAND, some coarse sand, some gravel; broken 2 ceramic tiles; unsorted (SM). 3 Fill / Vashon Lodgement Till 4 Very dense, moist, brown, silty medium to coarse SAND, some fine sand, some gravel, trace cobble; unsorted (SM) 5 6 7 Vashon Advance Outwash 8 Dense, moist, brownish grey, medium to coarse SAND, some silt, some gravel; stratified (SP-SM). 9 10 11 Dense, moist, grayish brown, fine to medium SAND, some coarse sand, some gravel, some silt; 12 occasional horizontal silt laminations (SP-SM). 13 14 Dense, moist, grayish brown, fine to medium SAND, some silt, trace gravel, trace coarse sand; occasional horizontal silt laminations, fining down (SP-SM). 15 Dense, moist, brownish gray, very sandy, GRAVEL, trace silt; non -continuous silt lamination (1 to 2 inches thick) --2 feet under test (GP). 16 17 18 Dense, moist, brownish gray, fine to medium SAND, trace silt, trace gravel, trace coarse sand; 19 occasional horizontal silt laminations (SP). Bottom of exploration pit at depth 18.5 feet Seepage observed at 16 feet. Minor caving 7 to 18.5 feet. Infiltration test performed at 14 feet. 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/3/21 I- U Y EXPLORATION PIT NO. IT-4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 290 ft Grass / Topsoil - 6 inches Medium dense, moist, light brown, silty, fine to medium SAND, some gravel; rootlets observed; 1 unsorted (SM). 2 Fill 3 Medium dense, moist, grayish brown with alternating grayish brown to brownish gray color (fill lifts), silty, fine SAND, some medium sand, some gravel, trace cobbles (SM). 4 5 6 7 Vashon Advance Outwash Black stripping layer 7 to 7.5 feet. 8 Medium dense, moist, light brown, fine SAND, some silt (SP-SM). 9 Dense, moist, brownish gray, fine to medium SAND, some gravel, trace silt; occasional horizontal silt laminations (SP). 10 11 Dense, moist, brownish gray, gravelly, fine to medium SAND, trace silt; occasional horizontal silt laminations, fining down (SP). 12 As above. 13 14 15 As above. 16 17 18 Dense, moist, brownish grey, medium to coarse SAND, some gravel, trace fine sand, trace silt (SP). 19 Bottom of exploration pit at depth 18.5 feet No seepage. Minor caving at 11 feet. Infiltration test performed at 11 feet. 20 L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/4/21 U Y EXPLORATION PIT NO. IT-5 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Elev: 288 ft Grass / Topsoil - 6 inches 1 Vashon Lodgement Till / Till Fill? Very dense, moist, grayish brown, silty, fine SAND, some gravel; unsorted; diamict (SM). 2 3 4 5 6 Vashon Advance Outwash Dense, moist, brownish gray, fine to medium SAND, some gravel, some coarse sand, trace silt 7 (SP). 8 9 Dense, moist, brownish gray, fine SAND, some medium sand, trace gravel, trace silt; occasional horizontal silt laminations (SP). 10 11 12 13 14 15 Dense, moist, grayish brown, fine to medium SAND, some coarse sand, trace silt, trace gravel (SP). 16 17 Dense, moist, grayish brown, medium to coarse SAND, some gravel, trace fine sand, trace silt (SP). 18 19 Bottom of exploration pit at depth 18.5 feet No seepage. Minor caving at 11 feet. Infiltration test performed at 11 feet. No test water re-entering during 20 over -excavation. L U Olympic View K-8 School 0 Federal Way, WA O W a s s o c i a t e d Project No. 20200286EO01 N Logged by: ART earth S c i e n c e s 0 IL Approved by: JHS i n c o r p o r a t e d 3/5/21 U Y associated Exploration Borin earth sciences Project Number Exploration Number Sheet i n c o r p o v a t e d 20200286EO01 EB-1 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 288 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/7/9n,10/7/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Grass - 4 inches S-1 Fill Medium dense, moist, brownish gray, gravelly, fine to medium SAND, trace silt (SP). Hand dug 0 to 2 feet to clear irrigation. 5 Moist, grayish brown, silty, fine to medium SAND, some broken gravel 23 S-2 ' . (SM). 22 A44 22 Driller notes chattering at 7.5 feet. 10 S-3 Moist, brown, silty, fine to medium, SAND, some gravel; broken gravel in O/E 50/ " tip; poor recovery (SM). 15 As above. 34 S 4 22 42 Vashon Advance Outwash 20 Lower 2 inches: moist, grayish brown, fine to medium SAND, some silt; massive (SP-SM). Driller notes chattering at 17 feet. 20 S-5 No recovery. 43 o/ A 50/ " Bottom of exploration boring at 21 feet No groundwater encountered. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) s o c i a t e d Geologic & MonitoringWell Construction Log eas earth sciences Project Number Well Number Sheet I n c o r p o v a t e d 20200286EO01 EB-2W 1 of 2 Project Name Olympic View K-8 School Location Federal Way, WA Elevation (Top of Well Casing) —286.7 Surface Elevation (ft) 287 (NAVD88) Water Level Elevation Date Start/Finish 1017120 1017120 Drilling/Equipment Boretec / EC-95 Track Mounted Drill Hole Diameter (in) 8 Hammer Weight/Drop 140# 130 Well Tag # R.11 136 U J N E N 0 U (0 2 > co WELL CONSTRUCTION T `n DESCRIPTION Fill Flush mount monument Medium dense, moist, brownish tan, silty, fine to medium SAND, Concrete 0 to 2.5 feet trace gravel, trace organics (SM). Hand dug 0 to 2.5 feet to clear irrigation. 5 17 Upper 6 inches: moist, brownish tan with some iron oxide staining, 28 silty, fine to medium SAND, trace gravel, trace organics (SM). 40 Lower 12 inches: moist, grayish brown, silty, gravelly, SAND; contains broken gravel (SM). Driller notes drill chatter. 10 Bentonite chips 2.5 to 62 feet 46 As above (SM). 22 29 ' Vashon Advance Outwash 15 2-inch I.D. Sch 40 PVC g Moist, brownish gray, fine to medium SAND, trace silt, trace gravel; casing 0 to 65 feet 10 massive (SP). 12 Driller notes drill chatter. 20 14 Moist, grayish brown, fine to coarse SAND, some silt, trace gravel 26 (broken); poor recovery (SP-SM). 30 25 10 Moist, brownish gray, silty, fine to coarse SAND, some gravel; 13 unsorted (SM). 13 30 40 Moist, grayish brown, fine to coarse SAND, some silt, some gravel; 42 broken gravel; poor recovery (SP-SM). 49 35 Bentonite chips 2.5 to 62 feet 12 Moist, grayish brown, medium to coarse SAND, some silt, some 20 gravel (SP-SM). 28 Driller notes drill chatter. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) a No Recovery M Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level Q Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) s o c i a t e d Geologic & MonitoringWell Construction Log eas earth sciences Project Number Well Number Sheet I n c o r p o v a t e d 20200286EO01 EB-2W 2 of 2 Project Name Olympic View K-8 School Location Federal Way, WA Elevation (Top of Well Casing) —286.7 Surface Elevation (ft) 287 (NAVD88) Water Level Elevation Date Start/Finish 1017120 1017120 Drilling/Equipment Boretec / EC-95 Track Mounted Drill Hole Diameter (in) 8 Hammer Weight/Drop 140# 130 Well Tag # R.11 136 U J N E N 0 U (0 (2 > co WELL CONSTRUCTION T `n DESCRIPTION 2-inch I.D. Sch 40 PVC 31 As above; fining downward. casing 0 to 65 feet 40 41 45 37 Moist, brownish gray, fine to medium SAND, trace silt, trace coarse 50/6" sand; massive (SP). 50 27 Moist, grayish brown, fine to coarse SAND, some small gravel, trace 50/51, - silt (SP). 55 28 As above. 50/6" : 60 37 50/4" Moist, grayish brown, fine to medium SAND, trace silt; massive (SP). 10/20 Colorado filter sand 62 65 to 75 feet 46 Moist, brownish gray, fine SAND, some medium sand, trace silt; 50/5 massive (SP). 70 2inch I.D. PVC Sch 40 well 50/5 - As above; slightly coarsens downward. screen 0.010-inch slot width 65 to 75 feet 75 Threaded end cap 38 Moist, brownish gray, fine SAND, trace silt; massive (SP). 50/6" Boring terminated at 76 feet Well completed at 75 feet on 10/7/20. No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) a No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level Q Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-3 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 283 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/7/9n,10/7/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 0 ' Grass / Topsoil - 4 inches Fill Moist, brown, fine to medium silty, SAND, some gravel; occasional rootlets; broken gravel in tip; poor recovery (SM). Hand dug to 3 feet to clear irrigation. 5 As above. 4 S 1 _ 5 - 22 17 Driller notes drill chatter. ---------------------------------- Vashon Advance Outwash 10 Moist, grayish brown, gravelly, silty, fine to coarse SAND; unsorted; 22 S 2 massive (SM). 26 A L51 25 15 Moist, brownish gray, fine to medium SAND, some silt; occasional small 18 S 3 gravel otherwise massive (SP-SM). 17 41 24 20 As above; fines down; layer (1 inch thick) of slightly oxidized, silty, fine 12 S 4 sand. 18 7 19 Bottom of exploration boring at 21.5 feet No groundwater encountered. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) S 0 c i a t e d Ex lorationBorineartiences eas Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-4 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 289 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/7/9n,10/7/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, (6 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Asphalt -1.5 inches Fill o 0 Moist, grayish brown, GRAVEL, some sand, some silt; unsorted (GP -GM). 5 Moist, grayish brown, very gravelly, SAND, some silt; unsorted (SP-SM). 41 S-1 '. 45 87 42 Driller notes drill chatter. 10 As above. 11 S-2 0/ " 61 Driller notes severe drill chattering. 15 As above. 27 S-3 41 A L83 42 Bottom of exploration boring at 16.5 feet No groundwater encountered. 20 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-5 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 291 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/R/9Q,10/A/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S m >, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 0 ' Grass / Topsoil - 4 inches Fill Very moist, grayish brown, silty, fine to medium SAND, some coarse sand, some gravel; contains organics; unsorted (SM). Hand dug to 3 feet to clear irrigation. 5 As above. 7 S-1 12 A23 11 As above. 7 S 2 g - 1 8 10 Moist, brownish tan, silty, fine SAND to fine sandy, SILT; contains organics 10 S 3 (SM-ML). 11 21 10 Driller notes harder drill action at 14 feet. Vashon Advance Outwash 15 Moist, brown, silty, fine to medium SAND, some gravel, trace coarse sand; 13 S 4 massive (SM). 19 7 18 Driller notes drill chatter. 20 Moist, brownish gray, silty, fine to medium SAND, some coarse sand, 23 S-5 some gravel; massive (SM). 24 A L53 29 25 Moist, brownish gray, fine to medium SAND, trace gravel, trace silt, trace 17 S 6 coarse sand; massive (SP). 25 A4 20 Bottom of exploration boring at 26.5 feet No groundwater encountered. 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-6 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 287 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/R/9Q,10/A/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 0.': Grass / Topsoil - 4 inches (Till) Fill Moist, brown, silty, fine to medium SAND, some gravel (SM). Hand dug to 3 feet to clear irrigation . 5 Moist, brownish gray, silty, fine to medium SAND, some broken gravel 22 S-1 (SM). 17 A33 16 As above; faint iron oxide staining. 16 S2 15 A 29 14 10 S-3 ° • —Fill Moist, grayish brown, GRAVEL; silty, fine to medium sand in tip; broken 23 26 A L51 0 gravel in tip; poor recovery (GP -GM). 25 o 0 Driller notes drill chatter. 15 0 0 Moist, brownish gray, GRAVEL, some fine to medium sand, some silt; 29 S 4 ° broken gravel; unsorted (GP -GM). 31 A L63 0 o 32 0 o 20 S 5 o bi Moist, brownish gray, sandy, GRAVEL, some silt, trace fine sand; 43 A o ^ blowcounts are overstated (GP -GM). o/ 93 Bottom of exploration boring at 21.5 feet No groundwater encountered. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-7 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 288 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/A/9Q,10/A/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Grass / Topsoil - 4 inches Fill Hand dug to 3 feet to clear irrigation. fE S-1 Moist, black to brown, silty, medium to coarse SAND, some gravel, trace fine sand; contains organics (SM). 5 As above; poor recovery. 9 S 2 4 - 3 As above; some silt inclusions. 4 S-3 10 A22 12 Fill 10 Moist, brownish gray, fine to medium SAND, trace silt, trace gravel; 13 S-4 massive (SP). 8 A 7 9 Driller notes drill chatter at 12 feet. 15 S 5 Moist, brown to black, silty, fine to medium SAND to sandy, SILT, some 41 " 91 broken gravel; pockets of small organics; organic odor; blowcounts are O/ overstated (SM-ML). 20 S-6 moist, brownish gray, silty, fine to medium SAND, trace gravel; faint O/E 50/ " organic odor; unsorted; poor recovery (SM). Bottom of exploration boring at 21.5 feet No groundwater encountered. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-8 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 285 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 10/A/9Q,10/A/90 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Grass / Topsoil - 4 inches Fill Hand dug to 3 feet to clear irrigation. Moist, brown, fine to medium SAND, some silt, some gravel (SP-SM). 5 Moist, brown, fine to medium SAND, some silt, some gravel; broken gravel 12 S-1 in tip (SP-SM). 39 87 riller notes drill chatter. 48 Vashon Advance Outwash Driller notes hard drilling. 10 Moist, brown, very gravelly, SAND, some silt; massive (SP-SM). 12 S-2 19 A42 23 15 Moist, brown, fine to medium SAND, some silt, some gravel; occasional 19 S 3 beds of fine sand (SP-SM). 23 53 25 Bottom of exploration boring at 16.5 feet No groundwater encountered. 20 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-9 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 290 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Asphalt - —2.5 inches Fill Driller notes drill chatter. 5 Moist, brownish gray, silty, fine to medium SAND, some coarse sand, 25 S-1 some broken gravel (SM). 27 A L55 28 Driller notes drill chatter. 10 As above. 24 S-2 .:. 18 A4 27 Vashon Advance Outwash Driller notes change in drill action. 15 Moist, brownish gray, very gravelly, fine to medium SAND, some silt 19 S-3 (SP-SM). 17 A33 16 20 Moist, grayish brown, fine to medium SAND, some gravel, some silt 28 S 4 .. (SP-SM). 40 A L82 42 Moist, grayish brown, fine to medium SAND, trace silt (SP). 15 S 5 19 7 18 25 Moist, grayish brown, fine SAND, trace medium sand, trace silt; occasional 12 S-6 interbeds; massive (SP). 8 A 7 9 As above. 30 As above. 6 S 7 11 - 2 15 S 8 As above. 15 28 58 30 35 Moist, grayish brown, fine to medium SAND, trace coarse sand, trace 15 S-9 gravel, trace silt (SP). 22 A 67 45 Bottom of exploration boring at 36.5 feet No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-10 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 290 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Grass / Topsoil - 6 inches Fill 5 Moist, brown, silty, fine to medium SAND, trace gravel; unsorted (SM). 4 S 1 4 - 4 --------------------------------- Vashon Advance Outwash 10 Moist, brownish red, gravelly, SAND, some silt (SP-SM). 7 S-2 7 7 10 15 Moist, brownish gray, fine to coarse SAND, some broken gravel, trace silt 12 S-3 (SP). 16 31 Driller notes drill chatter. 15 Moist, brownish gray, fine to coarse SAND, some silt, trace gravel 9 S-4 (SP-SM). 10 A22 12 20 Moist, brownish gray, fine to coarse SAND, some broken gravel, trace silt 7 S-5 .' .' ': (SP). 21 A42 21 Moist, grayish brown with occasional iron oxide banding, fine SAND, trace 7 S 6 silt; occasional silty interbeds; fining downwards; massive (SP). 7 A23 16 25 As above; more gray coloring. 9 S-7 .' 15 31 16 Moist, gray with occasional iron oxide banding, fine SAND, some medium 7 S 8 sand, trace silt; occasional silty interbeds (0.25 inch thick); massive (SP). 20 7 17 30 As above; no iron oxide banding. 10 S 9 20 - 7 17 S-10 As above. 14 A43 20 23 35 Moist, grayish brown, fine SAND, some medium sand, trace coarse sand, 10 S-11 trace silt; massive (SP). 17 A 39 22 Bottom of exploration boring at 36.5 feet No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet i n c o r p o r a t e d 20200286EO01 EB-11 1 Of 2 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 289 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Grass / Topsoil - 6 inches Fill Driller notes drill chatter. 5 Wet, brown, silty, fine to medium SAND, some gravel; unsorted (SM). 3 S 1 3 - 4 Driller notes drill chatter. Vashon Advance Outwash 10 Moist, brownish gray, gravelly fine to coarse SAND, some silt; unsorted 10 S-2 (SP-SM). 7 A22 15 Driller notes drill chatter. 15 Moist, brownish gray with occasional iron oxide banding, very gravelly, fine 16 S 3 to medium SAND, some silt; occasional silt interbeds (SP-SM). 12 A24 12 Moist, grayish brown, fine to coarse SAND, some gravel, trace silt (SP). 20 S-4 Driller notes drill chatter. 20 41 21 20 Moist, grayish brown, silty, fine to medium SAND, some broken gravel, 25 S-5 some coarse sand (SM). 36 A L67 31 Moist, grayish brown, silty, fine to medium SAND, some broken gravel, 19 S-6 some coarse sand; unsorted (SM). 19 A 57 28 25 Moist, grayish brown, fine to medium SAND, some broken gravel, trace silt; 22 S 7 fining downwards (SP). 19 �4 26 :. Moist, grayish brown, fine SAND, some medium sand, trace silt (SP). 11 S 8 18 3 18 30 As above; trace broken gravel. 16 S 9 28 57 29 Moist, gray, fine to coarse SAND, some broken gravel, trace silt; 23 S-10 coarsening downward (SP). 29 A 69 40 35 As above. 29 S-11 35 79 Driller notes drill chatter. 44 Moist, grayish brown, fine to medium SAND, some coarse sand, trace 24 S-12 : .. broken gravel, trace silt; massive (SP). 36 75 39 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-11 2 Of 2 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 289 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Moist, grayish brown, fine SAND, trace silt; massive (SP). 24 S-13 .' 29 A L57 28 45 As above; more gray coloration; fining downward. 20 S-14 29 58 29 Bottom of exploration boring at 46.5 feet No groundwater encountered. 50 55 60 65 70 75 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet i n c o r p o r a t e d 20200286EO01 EB-12 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 290 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S m >, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Fill 5 Moist, brown, silty, fine SAND, some medium sand, trace gravel; unsorted 10 S 1 '. (SM). 14 A28 14 Driller notes drill chatter. 10 S-2 Moist, brown, silty, fine SAND, some medium to coarse sand; contains O/E 50/ " broken gravel; unsorted (SM). Driller notes drill chatter. Vashon Advance Outwash 15 Moist, grayish brown, silty, fine to medium SAND, some broken gravel, 24 S 3 trace coarse sand (SM). 43 A L84 41 Driller notes drill chatter. 20 S-4 Moist, grayish brown, silty, fine to medium SAND, some gravel; unsorted 24 A 50/ " (SM). 0/ Driller notes drill chatter. S-5 Moist, brown to gray, silty, fine SAND, some broken gravel; poor recovery 28 " (SM). 0/ " 50/ 25 Moist, grayish brown, fine to coarse SAND, some silt, some broken gravel 23 S-6 .' .": (SP-SM). 23 A 72 44 As above. 30 Moist, grayish brown, fine SAND, some medium sand, some gravel, trace 19 S silt; unsorted (SP). 25 54 29 S $ As above. 15 23 54 31 Bottom of exploration boring at 34 feet 35 No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-13 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 286 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2/99/91 9/99/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Fill Moist, brown, silty, fine SAND, some broken gravel; poor recovery (SM). 14 S-1 19 3 17 5 Moist, brown, silty, fine SAND, some coarse sand; contains broken gravel 10 S 2 :. '. (SM). 12 A24 12 Driller notes drill chatter. 10 S 3 As above; poor recovery. 41 0/ " 50/ " Driller notes drill chatter. 15 S4 Moist, brownish gray, silty, fine SAND; poor recovery (SM). 0/„ A L50/," Vashon Advance Outwash 20 S-5 No recovery. 0/1-„ 50/ " Driller notes drill chatter. 25 S-6 No recovery. 0/ „ 50/ " Driller notes drill chatter. 30 Moist, grayish brown, fine to coarse SAND, some broken gravel, some silt 23 S-7 (Sp-SM). 31 60 29 Driller notes drill chatter. 35 Moist, grayish brown, fine to medium SAND, some broken gravel, trace 17 S $ coarse sand, trace silt (SP). 28 A 72 44 Bottom of exploration boring at 36.5 feet No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-14 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 286 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Fill S 1 Moist, brown, silty, fine SAND, some medium to coarse sand, trace broken 22 ' gravel (SM). o/ " 50/ 5 Moist, brown, silty, fine SAND, some medium sand, trace gravel; unsorted 13 S 2 :. (SM). 17 A 39 22 Driller notes drill chatter. 10 Moist, brownish gray, fine to medium SAND, some silt, trace gravel; 19 S 3 unsorted (SP-SM). 22 41 19 Driller notes drill chatter. 15 Moist, brownish gray, silty, fine to medium SAND, some coarse sand; 25 S-4 broken gravel in tip (SM). 33 50/ " 0/ " Driller reports chattering. 20 Moist, grayish brown, silty, fine SAND, some medium sand; contains 22 S 5 : _ . _ broken gravel; till -like (SM). 34 A 67 33 Driller notes drill chatter. Vashon Advance Outwash 25 S-6 Moist, grayish brown, fine SAND, some silt, some medium to coarse sand, 20 o/ " 50/ ' trace broken gravel; unsorted (SP-SM). Driller notes drill chatter. 30 S � Moist, grayish brown, fine to medium SAND, some coarse sand, trace silt 40 " 50/ ,. (SP). 0/ Bottom of exploration boring at 31.5 feet No groundwater encountered. 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-15 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 286 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S m >, 0 u) o o T in DESCRIPTION " m m r ° 10 20 30 40 Fill S 1 Moist, grayish brown, silty, fine SAND, some medium to coarse sand, trace 29 o/ A 50/ " gravel; unsorted (SM). 5 Moist, grayish brown, silty, fine SAND, some coarse sand; unsorted (SM). 27 S 2 '. 28 56 28 Driller notes drill chatter. 10 S 3 Moist, grayish brown, silty, fine SAND, trace medium to coarse sand, trace 45 o/ " 50/ " gravel; poor recovery (SM). Driller notes drill chatter. 15 S 4 Moist, grayish brown, fine to medium SAND, some silt, trace gravel; 31 " 50/ " unsorted (SM). o/ Driller notes drill chatter. Vashon Advance Outwash 20 Moist, grayish brown, fine to medium SAND, some gravel, trace silt; 19 S 5 unsorted (SP). 27 A 52 25 Driller notes drill chatter. 25 Moist, grayish brown, fine to medium SAND, some coarse sand, trace silt; 20 S 6 contains broken gravel; unsorted (SP). 29 A 70 41 Bottom of exploration boring at 26.5 feet No groundwater encountered. 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-16 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 286 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o T in DESCRIPTION " m m r ° 10 20 30 40 ` Landscaping Mulch - 6 inches Fill Moist, grayish brown, silty, fine SAND, some medium sand, some broken 12 S-1 gravel; unsorted (SM). 15 31 16 5 Upper 6 inches: moist, red, fine sandy, SILT; massive (ML). S 2 Lower 12 inches: moist, gray, silty, fine SAND, some medium sand, some 7 �33 broken gravel; unsorted (SM). 16 17 Driller notes drill chatter. 10 Moist, reddish brown, fine sandy, SILT, trace coarse sand, trace gravel; 23 S-3 massive (ML). 23 49 26 15 Moist, grayish brown, fine to medium SAND, some silt; broken gravel; 25 S 4 unsorted (SP-SM). 29 58 29 Driller notes drill chatter. --------------------------------- Vashon Advance Outwash 20 Moist, grayish brown, fine to medium SAND, trace coarse sand, trace silt; 20 S 5 massive (SP). 41 A L50/(" 0/ " Driller notes drill chatter. 25 Moist, grayish brown, fine to medium SAND, some coarse sand, trace 12 S 6 T15 gravel, trace silt; stratified (SP). 14 29 Bottom of exploration boring at 26.5 feet No groundwater encountered. 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-17 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 289 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o T in DESCRIPTION " m m r ° 10 20 30 40 Asphalt - 3 inches Fill Moist, grayish brown, silty, fine SAND, some medium sand; contains 12 S-1 broken gravel; unsorted (SM). 17 A3 Driller notes drill chatter. 18 5 Upper 6 inches consists of wood debris (mulch). 17 S-2 Lower 12 inches: moist, grayish brown, silty, fine SAND, some medium 18 A38 sand, trace broken gravel; unsorted (SM). 20 Driller notes drill chatter. 10 Moist, grayish brown, silty, fine SAND, some broken gravel, some medium 19 S-3 to coarse sand; unsorted (SM). 24 49 25 Driller notes drill chatter. Vashon Advance Outwash 15 Moist, grayish brown, fine to medium SAND, trace silt, trace coarse sand; 11 S 4 massive (SP). 16 A32 Driller notes drill chatter. 16 20 Moist, grayish brown, fine to medium SAND, trace coarse sand, trace silt; 23 S 5 broken gravel (SP). 40 A L68 28 Bottom of exploration boring at 21.5 feet No groundwater encountered. 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet i n c o r p o v a t e d 20200286EO01 EB-18 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 290 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o T in DESCRIPTION " m m r ° 10 20 30 40 Asphalt - 2 inches Fill Driller notes drill chatter. Moist, dark brown, silty, fine to coarse SAND; contains asphalt in from 17 S 1 above; poor recovery (SM). 15 7 Driller notes drill chatter. 12 5 Moist, brownish gray, silty, fine SAND, some medium to coarse sand, trace 7 S 2 gravel (broken in tip) (SM). 8 �13 5 10 Moist, grayish brown, silty, fine SAND to fine sandy, SILT, some medium to 11 S 3 coarse sand; massive (SM-ML). 22 7 15 15 S4 Moist, brown, silty, fine SAND, some medium to coarse sand; broken 0/ „ A L50/," gravel in tip; poor recovery (SM). Driller notes drill chatter. 20 Upper 12 inches: as above. 23 S-5 22 8 Vashon Advance Outwash 28 Lower 6 inches: moist, grayish brown, fine SAND, trace silt; occasional silty interbeds; massive (SP). 25 S-6 No recovery, driller notes 3-inch sampler not likely to work due to gravel. O/E 50/ " Driller notes drill chatter. 30 S 7 Moist, grayish brown, silty, fine SAND, some broken gravel, some medium 46 " 50/ " to coarse sand (SM). o/ Bottom of exploration boring at 31 feet No groundwater encountered. 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) associated Exploration Borin earth sciences Project Number Exploration Number Sheet I n c o r p o r a t e d 20200286EO01 EB-19 1 Of 1 Project Name Olympic View K-8 School Ground Surface Elevation (ft) 290 Location Federal Way, WA Datum NAVD88 Driller/Equipment Boretec / EC-95 Track Mounted Drill Date Start/Finish 2193191 9/93/91 Hammer Weight/Drop 140# / 30 Hole Diameter (in) R E cL c (D n � J U) 3 Blows/Foot w d) a S 12 �, 0 u) o T in DESCRIPTION " m m r ° 10 20 30 40 Grass / Topsoil - 6 inches Fill Driller notes drill chatter. 5 Moist, grayish brown, silty, fine to medium SAND, some coarse sand, 40 S 1 some broken gravel; unsorted (SM). 43 A L92 49 Driller notes drill chatter. 10 Upper 12 inches: moist, reddish brown, fine sandy, SILT, trace coarse 21 S 2 sand; massive (ML). 41 A L84 Lower 6 inches: moist, grayish brown, silty, fine SAND, some medium to 43 coarse sand, trace broken gravel; unsorted (SM). Driller notes drill chatter. 15 Moist, gray, gravelly, fine to medium SAND, some silt (SP-SM). S-3 12 19 A L50 Vashon Advance Outwash Driller notes change in drill action. 31 Moist, brownish gray, fine to medium SAND, some silt, some coarse sand; 23 S-4 sampler tip fell off causing most of the sample to fall in hole (SP-SM). 35 A 69 34 20 Moist, grayish brown, fine to medium SAND, trace silt, trace gravel; 12 S-5 massive (SP). 21 A47 26 Moist, grayish brown, fine SAND, trace silt; occasional silty interbeds; 16 S 6 massive (SP). 30 A 63 33 25 Moist, grayish brown, fine to medium SAND, some coarse sand, trace silt; 23 S-7 massive; coarsens downward (SP). 35 A L80 45 Moist, grayish brown, fine SAND, trace silt; occasional silty interbeds; 19 S $ massive (SP). 25 56 31 30 As above. 19 S-9 24 A 50 26 S-10 As above. 25 43 50/ ' o/ „ 35 As above. 25 S-11 . 32 A 62 30 Bottom of exploration boring at 36.5 feet No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: ART m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) APPENDIX 6 Laboratory Testing Results (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 I I I I ilk I i i i i i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse I Fine I Coarse I Medium Fine Silt Clay 0.0 10.7 1 12.9 1 5.4 1 40.9 25.3 4.8 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 ill 94.4 3/4" 89.3 5/8" 84.9 1/2" 83.2 3/8" 80.6 #4 76.4 #8 72.2 #10 71.0 #20 59.1 #40 30.1 #60 12.7 #100 7.4 #200 4.8 #270 3.9 Material Description gravelly sand, trace silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SP AASHTO (M 145)= A-1-b Coefficients Dgo= 19.6229 D85= 15.9931 D60= 0.8759 D50= 0.6649 D30= 0.4244 D15= 0.2760 D10= 0.2105 CU= 4.16 Cc= 0.98 Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 10/07/2020 Sample Number: E13-1 Depth: 0' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 1 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 14.5 8.5 4.3 11.1 35.0 26.6 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 89.4 3/4" 85.5 5/8" 84.3 1/2" 83.8 3/8" 82.0 #4 77.0 #8 73.5 #10 72.7 #20 69.0 #40 61.6 #60 49.3 #100 38.1 #200 26.6 #270 22.3 (no specification provided) Location: Onsite Material Description silty gravelly sand Atterbera Limits (ASTM D 4318 PL= NP LL= NV PI= NP Classification USCS (D 2487)= SM AASHTO (M 145)= A-2+0) Coefficients D90= 26.2005 D85= 17.9234 D60= 0.3921 D50= 0.2568 1330= 0.0951 D15= D10= Cu= Cc= Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: Date Sampled: 10/07/2020 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 20.3 13.7 33.4 19.1 13.5 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 3/4" 100.0 5/8" 97.2 1/2" 94.1 3/8" 90.5 #4 79.7 #8 68.9 #10 66.0 #20 51.4 #40 32.6 #60 22.8 #100 18.1 #200 13.5 #270 11.5 Material Description gravelly silty sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SM AASHTO (M 145)= A-1-b Coefficients D90= 9.1845 D85= 6.5869 D60= 1.3549 D50= 0.8028 D30= 0.3802 D15= 0.0948 D10= Cu= Cc= Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 10/07/2020 Sample Number: E13-3 Depth: 10' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 i NN 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 12.1 31.6 13.2 18.1 13.4 11.6 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 91.5 3/4" 87.9 5/8" 84.6 1/2" 78.4 3/8" 71.1 #4 56.3 #8 45.5 #10 43.1 #20 33.2 #40 25.0 #60 19.8 #100 16.1 #200 11.6 #270 9.6 Material Description very gravelly sand, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-a Coefficients D90= 22.7346 D85= 16.1538 D60= 5.7777 D50= 3.2097 D30= 0.6472 D15= 0.1281 D10= 0.0568 Cu= 101.74 Cc= 1.28 Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 10/07/2020 Sample Number: E13-4 Depth: 5-10' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k 7k Xk it Xk Xk Xk 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 3.1 25.6 19.3 28.8 15.7 7.5 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 96.9 5/8" 93.9 1/2" 90.2 3/8" 87.0 #4 71.3 #8 55.6 #10 52.0 #20 36.3 #40 23.2 #60 15.0 #100 10.9 #200 7.5 #270 6.2 Material Description very gravelly sand, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV Pl= NP Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 12.5382 D85= 8.3901 D60= 2.8940 D50= 1.8132 1330= 0.6086 D15= 0.2494 D10= 0.1277 Cu= 22.66 Cc= 1.00 Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 10/08/2020 Sample Number: E13-8 Depth: 10' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 5.1 4.5 5.0 19.3 54.2 11.9 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 ill 96.2 3/4" 94.9 3/8" 93.5 #4 90.4 #8 86.5 #10 85.4 #20 78.8 #40 66.1 #60 36.1 #100 19.1 #200 11.9 #270 9.8 Material Description sand, some silt, some gravel Atterbera Limits (ASTM D 4318 PL= NP LL= NV PI= NP Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-2+0) Coefficients D90= 4.3639 D85= 1.8857 D60= 0.3764 D50= 0.3177 D30= 0.2189 D15= 0.1138 D10= 0.0546 CU= 6.89 Cc= 2.33 Remarks Date Received: 10/09/2020 Date Tested: 10/20/2020 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 10/08/2020 Sample Number: E13-8 Depth: 15' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure 100 90 80 70 0-1 W Z 60 u_ Z 50 W U 0_ 40 w 0- 30 20 10 Particle Size Distribution Report O O o C C C C C C C dp O O O O O O V O 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 9.6 12.0 52.0 19.3 7.1 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1/2" 100.0 3/8" 97.9 #4 90.4 #8 81.4 #10 78.4 #20 56.9 #40 26.4 #60 14.0 #100 10.0 #200 7.1 #270 6.1 Material Description SAND, some gravel, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients Dgp= 4.6010 D85= 3.0027 Dgp= 0.9235 D50= 0.7225 D30= 0.4666 D15= 0.2679 D10= 0.1506 Cu= 6.13 Cc= 1.57 Remarks Date Received: 02/25/2021 Date Tested: 03/11/2021 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 02/22/2021 Sample Number: EB-9 Depth: 20' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k Xk it Xk Xk Xk i i i i i i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 5.8 6.9 6.7 33.3 37.8 9.5 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 94.2 3/8" 92.8 #4 87.3 #8 82.0 #10 80.6 #20 72.2 #40 47.3 #60 23.3 #100 13.9 #200 9.5 #270 8.0 (no specification provided) Location: Onsite Material Description gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 6.2675 D85= 3.5710 D60= 0.5696 D50= 0.4502 D30= 0.2968 D15= 0.1671 D10= 0.0838 CU= 6.79 Cc= 1.84 Remarks Date Received: 02/26/2021 Date Tested: 03/11/2021 Tested By: NAS Checked By: ARTBG Title: Date Sampled: 02/22/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k 7k Xk it Xk Xk Xk 1 i 1 111 IN i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse I Fine I Coarse I Medium Fine Silt Clay 0.0 4.1 1 22.3 1 8.0 1 37.1 19.8 8.7 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 95.9 5/8" 93.9 1/2" 87.3 3/8" 82.7 #4 73.6 #8 67.2 #10 65.6 #20 52.0 #40 28.5 #60 16.7 #100 12.3 #200 8.7 #270 7.3 (no specification provided) Location: Onsite Material Description gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV Pl= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 13.8630 D85= 11.4328 D60= 1.2351 D50= 0.7942 D30= 0.4457 D15= 0.2159 D10= 0.0979 Cu= 12.62 Cc= 1.64 Remarks Date Received: 02/26/2021 Date Tested: 03/11/2021 Tested By: NAS Checked By: ARTBG Title: Date Sampled: 02/23/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 11.1 26.3 10.6 27.2 17.7 7.1 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 91.2 3/4" 88.9 5/8" 86.3 1/2" 81.7 3/8" 73.8 #4 62.6 #8 54.0 #10 52.0 #20 42.6 #40 24.8 #60 14.6 #100 10.0 #200 7.1 #270 6.1 Material Description very gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-1-b Coefficients D90= 21.9896 D85= 14.8150 D60= 3.8330 D50= 1.6044 D30= 0.5169 D15= 0.2572 D10= 0.1506 Cu= 25.45 Cc= 0.46 Remarks Date Received: 02/25/2021 Date Tested: 03/12/2021 Tested By: NAS Checked By: ARTBG Title: (no specification provided) Location: Onsite Date Sampled: 02/22/2021 Sample Number: EB-9 Depth: 15' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k 7k Xk it Xk Xk Xk i i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 3.0 17.4 11.9 39.4 18.3 10.0 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 97.0 1/2" 94.2 #4 79.6 #8 69.8 #10 67.7 #20 55.2 #40 28.3 #60 17.9 #100 13.9 #200 10.0 #270 8.2 (no specification provided) Location: Onsite Material Description gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 8.9701 D85= 6.5616 D60= 1.0342 D50= 0.7330 1330= 0.4476 D15= 0.1779 D10= 0.0757 Cu= 13.67 Cc= 2.56 Remarks Date Received: 02/26/2021 Date Tested: 03/12/2021 Tested By: NAS Checked By: ARTBG Title: Date Sampled: 02/23/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k 7k Xk it Xk Xk Xk 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse I Fine I Coarse I Medium Fine Silt Clay 0.0 4.6 1 41.7 1 19.4 1 20.6 8.1 5.6 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 95.4 5/8" 91.1 1/2" 82.9 3/8" 76.2 #4 53.7 #8 37.6 #10 34.3 #20 21.4 #40 13.7 #60 9.8 #100 7.7 #200 5.6 #270 4.9 (no specification provided) Location: Onsite Material Description very gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-a Coefficients Dgo= 15.3580 D85= 13.4896 D60= 5.7332 D50= 4.1779 D30= 1.5645 D15= 0.4855 D10= 0.2588 CU= 22.15 Cc= 1.65 Remarks Date Received: 02/26/2021 Date Tested: 03/12/2021 Tested By: NAS Checked By: ARTBG Title: Date Sampled: 02/22/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 i i i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 9.6 24.8 15.5 36.3 8.2 5.6 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 95.0 3/4" 90.4 5/8" 88.8 1/2" 83.8 3/8" 79.3 #4 65.6 #8 52.9 #10 50.1 #20 33.3 #40 13.8 #60 8.8 #100 7.4 #200 5.6 #270 4.9 Material Description very gravelly SAND, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-1-a Coefficients D90= 18.0102 D85= 13.3831 D60= 3.5462 D50= 1.9901 1330= 0.7582 D15= 0.4507 D10= 0.3161 CU= 11.22 Cc= 0.51 Remarks Date Received: 03/09/2021 Date Tested: 03/18/2021 Tested By: NAS Checked By: ARTBG/JHS Title: (no specification provided) Location: Onsite Date Sampled: 03/01/2021 Sample Number: IT-1 Depth: 11+12' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 i i Mi i 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 1.2 0.9 42.2 54.3 1.4 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 3/8" 100.0 #4 98.8 #8 98.2 #10 97.9 #20 95.1 #40 55.7 #60 10.0 #100 3.7 #200 1.4 #270 0.9 (no specification provided) Location: Onsite Material Description SAND, trace silt, trace gravel Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients D90= 0.7240 D85= 0.6466 D60= 0.4461 D50= 0.3995 D30= 0.3249 D15= 0.2714 D10= 0.2497 CU= 1.79 Cc= 0.95 Remarks Date Received: 03/09/2021 Date Tested: 03/18/2021 Tested By: NAS Checked By: ARTBGJHS Title: Date Sampled: 03/02/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 33.8 23.4 7.4 20.3 12.2 2.9 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 2" 100.0 1-1/2" 94.0 V 75.7 3/4" 66.2 5/8" 62.2 1/2" 56.4 3/8" 51.2 #4 42.8 #8 36.8 #10 35.4 #20 27.8 #40 15.1 #60 6.5 #100 4.2 #200 2.9 #270 2.5 (no specification provided) Location: Onsite Material Description very sandy GRAVEL, trace silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= GP AASHTO (M 145)= A-1-a Coefficients D90= 34.3635 D85= 30.8720 D60= 14.5674 D50= 8.7733 D30= 1.0237 D15= 0.4224 D10= 0.3232 Cu= 45.07 Cc= 0.22 Remarks Date Received: 03/09/2021 Date Tested: 03/18/2021 Tested By: NAS Checked By: ARTBG/JHS Title: Date Sampled: 03/03/2021 a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 In Particle Size Distribution Report _ o00 c0 M N \ M 7k Xk it Xk Xk Xk 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse I Fine I Coarse I Medium Fine Silt Clay 0.0 1.7 1 7.9 1 5.8 1 50.1 30.8 3.7 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) V 100.0 3/4" 98.3 1/2" 97.3 3/8" 95.6 #4 90.4 #8 85.6 #10 84.6 #20 76.7 #40 34.5 #60 9.7 #100 5.5 #200 3.7 #270 3.3 Material Description SAND, some gravel, trace silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP AASHTO (M 145)= A-1-b Coefficients D90= 4.5149 D85= 2.1496 D60= 0.6212 D50= 0.5350 D30= 0.3954 D15= 0.2945 D10= 0.2533 CU= 2.45 Cc= 0.99 Remarks Date Received: 03/09/2021 Date Tested: Tested By: NAS Checked By: ARTBG/JHS Title: (no specification provided) Location: Onsite Date Sampled: 03/04/2021 Sample Number: IT-4 Depth: 11+11.5' a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure (Y W Z V_ Z W U 0-1 0_ 100 90 80 70 60 50 40 30 20 10 n Particle Size Distribution Report _ o00 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 10.2 19.4 10.0 46.8 12.1 1.5 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1-1/2" 100.0 1" 96.9 3/4" 89.8 5/8" 85.8 1/2" 83.0 3/8" 79.6 #4 70.4 #8 62.4 #10 60.4 #20 46.4 #40 13.6 #60 3.8 #100 2.2 #200 1.5 #270 1.4 Material Description gravelly SAND, trace silt Atterberg Limits (ASTM D 4318) PL= LL= PI= Classification USCS (D 2487)= SP AASHTO (M 145)= Coefficients D90= 19.2233 D85= 15.0514 D60= 1.9265 D50= 0.9471 1330= 0.6021 D15= 0.4407 D10= 0.3788 Cu= 5.09 Cc= 0.50 Remarks Date Received: 03/09/2021 Date Tested: 03/18/2021 Tested By: NAS Checked By: ARTBG/KJS Title: (no specification provided) Location: Onsite Date Sampled: 03/05/2021 Sample Number: IT-5 Depth: IF a s s o c i a t e d Client: Federal Way School District e a r t h S c i e n c e s Project: Olympic View K-8 School i n c o r p o r a t e d Project No: 20200286 E001 Figure APPENDIX C Infiltration Test Data Sheets Project Name: Olympic View K-8 School Water Source: 4,000-gal water truck Project Number: 20200286EO01 Meter: NW Ex Meters (0.3-3 and 3-30) Date: 3/1/2021 Pit Area (sq. feet): -6.3 x -4.2 = ^26.5 sq ft Weather: Overcast, 40's Ring Area (sq. feet): NA Test No.: I IT-1 Test Depth (feet): 110 Performed By: ART Receptor Soils: JAdvance Outwash Time (24-hr) Flow Rate (gpm) Stage (feet) Totalizer (gallons) Comments 8:30 9.56 0.00 0 Flow on (3-30) 8:45 6.34 0.72 111 Flow down 9:00 4.35 1.12 201 9:15 4.26 1.34 267 Flow down 9:37 3.28 1.41 345 9:46 3.28 1.42 371 10:00 3.38 1.45 418 Switched flow meter (0.3-3) 10:18 2.66 1.50 464 10:30 2.68 1.46 493 10:45 2.71 1.46 535 11:00 2.74 1.46 573 11:35 2.72 1.44 668 11:45 2.70 1.42 707 12:18 2.74 1.42 785 12:30 2.76 1.42 817 12:45 2.79 1.42 862 Flow off/Mini falling head 12:49 0.00 1.38 862 12:57 0.00 1.30 862 13:06 0.00 1.18 862 13:26 2.45 0.98 862 Flow on (0.3-3) 13:46 2.31 1.01 923 14:00 2.33 1.04 958 14:15 2.34 1.04 994 14:30 2.35 1.03 1034 14:40 2.32 1.04 1067 14:50 2.35 1.04 1105 15:00 2.31 1.04 1143 15:10 2.36 1.04 1173 15:20 2.31 1.04 1207 15:30 2.32 1.04 1243 Water off, begin falling head 15:40 0.92 15:50 0.69 16:00 0.43 16:10 0.32 16:20 0.18 16:30 0.04 last value used in falling head; begin dig out. Average Infiltration Rate (in/hr) during last hour of inflow: 12.6 Average Infiltration Rate (in/hr) during falling head:1 12.0 Associated Earth Sciences, Inc. Olympic View K-8 Project No. 20200286E001 www.aesgeo.com Federal Way, Washington Infiltration Test Data Project Name: Olympic View K-8 School Water Source: 4,000-gal water truck Project Number: 20200286EO01 Meter: NW Ex Meters (0.3-3 and 3-30) Date: 3/2/2021 Pit Area (sq. feet): ^3.5 x -6.3 Weather: Overcast, 40's Ring Area (sq. feet): NA Test No.: I IT-2 Test Depth (feet): 19 Performed By: ART Receptor Soils: JAdvance Outwash Time (24-hr) Flow Rate (gpm) Stage (feet) Totalizer (gallons) Comments 8:00 14.78 0.00 0 Flow on (3-30gpm) 8:15 14.78 0.68 216 Flow down 8:30 7.02 0.48 314 Flow up 8:45 10.24 0.68 483 9:00 10.28 0.70 638 9:15 10.28 0.76 791 Flow down 9:30 9.08 0.72 924 9:45 9.70 0.72 1072 10:00 9.74 0.74 1215 10:15 9.74 0.76 1366 Flow down 10:30 9.52 0.76 1508 10:45 9.54 0.76 1650 11:00 9.58 0.80 1791 11:15 9.59 0.80 1933 11:30 9.59 0.80 2080 11:45 9.62 0.82 2225 Flow down 12:03 9.20 0.84 2399 Flow off/mini falling head 12:08 0.00 0.60 2399 12:10 0.00 0.50 2399 12:15 15.76 0.82 2512 Flow on (3-30gpm) 12:33 9.34 0.82 2668 Flow down 12:45 9.32 0.82 2768 13:00 9.36 0.82 2907 13:15 9.32 0.82 3052 13:30 9.32 0.83 3186 13:45 9.36 0.83 3327 14:00 9.38 0.83 3462 14:10 9.36 0.83 3562 14:20 9.36 0.84 3657 14:30 9.38 0.86 3748 14:40 9.36 0.88 3842 14:50 9.36 0.90 3937 15:00 9.38 0.92 4071 Flow off/falling head 15:01 0.80 15:03 0.70 15:05 0.60 15:06 0.50 15:08 0.40 15:10 0.30 15:12 0.20 15:14 0.10 last reading used for falling head 15:15 0.00 Average Infiltration Rate (in/hr) during last hour of inflow: 43.3 Average Infiltration Rate (in/hr) during falling head: 42.2 Associated Earth Sciences, Inc. Olympic View K-8 Project No. 20200286EO01 www.aesgeo.com Federal Way, Washington Infiltration Test Data Project Name: Olympic View K-8 School Water Source: 4,000-gal water truck Project Number: 20200286EO01 Meter: NW Ex Meters (0.3-3 and 3-30) Date: 3/3/2021 Pit Area (sq. feet): -3.4 x -6.4 Weather: Clear, 50's Ring Area (sq. feet): NA Test No.: I IT-3 Test Depth (feet): 114 Performed By: JART I Receptor Soils: JAdvance Outwash Time (24-hr) Flow Rate (gpm) Stage (feet) Totalizer (gallons) Comments 8:30 15.60 0.00 0 Flow on (3-30gpm) 8:44 16.30 0.96 123 Flow down 8:50 4.50 1.06 163 Meter swapped (0.3-3gpm) 8:53 1.43 1.08 167 Flow down 9:00 1.52 1.06 175 9:15 1.62 1.06 199 9:30 1.74 1.06 225 9:45 1.73 1.06 251 10:00 1.73 1.08 278 Flow down 10:15 1.04 1.08 293 10:17 1.04 1.08 296 Flow off/ mini falling head 10:30 0.00 1.02 296 10:45 0.00 0.93 296 10:57 0.00 0.86 296 11:00 1.01 0.86 296 Flow on(0.3-3gpm) 11:17 1.03 0.84 312 11:30 1.03 0.85 324 11:45 1.08 0.85 340 12:00 1.08 0.85 357 12:30 1.08 0.85 388 12:45 1.06 0.86 405 13:00 1.05 0.86 420 13:15 1.06 0.86 437 13:30 1.06 0.87 453 13:45 1.07 0.87 468 14:00 1.01 0.88 487 14:15 0.98 0.88 500 14:30 0.98 0.89 514 14:40 0.98 0.89 522 14:50 0.96 0.89 532 15:00 0.98 0.89 541 15:10 0.97 0.89 551 15:20 0.98 0.89 561 15:30 0.98 0.89 572 Flow off/ falling head 15:35 0 0.86 15:40 0.83 15:45 0.81 15:50 0.78 15:55 0.76 16:00 0.73 16:05 0.70 16:10 0.66 16:15 1 1 0.63 16:20 0.59 16:25 0.54 16:30 0.51 Average Infiltration Rate (in/hr) during last hour of inflow:1 4.3 Average Infiltration Rate (in/hr) during falling head: 4.6 Associated Earth Sciences, Inc. Oympic View K-8 Project No. 20200286EO01 www.aesgeo.com Federal Way, Washington Infiltration Test Data Project Name: Olympic View K-8 School Water Source: 4,000-gal water truck Project Number: 20200286E001 Meter: NW Ex Meters (0.3-3 and 3-30) Date: 3/4/2021 Pit Area (sq. feet): ^3.2 x -6.8 Weather: Overcast (Light PM Rain, 40's Ring Area (sq. feet): NA Test No.: I IT-4 Test Depth (feet): 11 Performed By: ART Receptor Soils: JAdvance Outwash Time (24-hr) Flow Rate (gpm) Stage (feet) Totalizer (gallons) Comments 8:00 14.80 0.00 0 Flow on (3-30gpm) 8:10 9.39 0.76 143 Flow down/minor caving 8:19 9.20 0.86 213 Flow down/minor caving 8:30 7.56 0.98 283 Flow down 8:45 6.43 1.00 381 Flow down 9:00 5.42 1.00 461 9:15 5.40 1.00 546 9:30 5.34 1.00 624 9:45 5.27 0.98 703 10:00 5.08 0.96 781 Flow off/ mini falling head 10:05 0.00 0.82 781 10:10 0.00 0.66 781 10:15 11.90 0.54 781 Flow on 10:23 11.90 1.00 851 Flow down 10:30 5.10 1.00 922 10:45 5.12 1.00 1002 11:00 5.04 1.00 1079 11:15 4.88 0.99 1155 11:30 4.65 0.96 1227 11:45 4.38 0.93 1294 Gravity fed flow slowing/pump on 11:50 13.26 0.98 1320 Flow down 12:00 5.15 1.00 1374 12:15 5.10 1.00 1449 12:30 5.10 1.00 1523 12:45 5.10 1.01 1601 13:00 4.98 1.01 1677 13:15 5.05 1.01 1753 13:30 5.02 1.01 1827 13:45 5.05 1.01 1903 14:00 5.01 1.02 1980 14:10 4.94 1.02 2029 14:20 5.05 1.03 2079 14:30 5.16 1.03 2131 14:40 5.08 1.03 2184 14:50 5.12 1.03 2235 15:00 5.06 1.03 2285 Flow off/ falling Head 15:03 0 0.95 15:06 0.89 15:08 0.81 15:10 0.76 15:13 0.65 15:16 0.58 15:19 0.47 15:20 0.4 15:21 0.32 15:24 0.23 15:26 0.15 last reading used in falling head Average Infiltration Rate (in/hr) during last hour of inflow: 22.4 Average Infiltration Rate (in/hr) during falling head:l 24.4 Associated Earth Sciences, Inc. www.aesgeo.com Olympic View K-8 Federal Way, Washington Project No. 20200286EO01 Infiltration Test Data Project Name: Olympic View K-8 School Water Source: 4,000-gal water truck Project Number: 20200286EO01 Meter: NW Ex Meters (0.3-3 and 3-30) Date: 3/5/2021 Pit Area (sq. feet): -3.2 x -6.1 Weather: Light Rain, 40's Ring Area (sq. feet): NA Test No.: I IT-5 Test Depth (feet): 111 Performed By: JART I Receptor Soils: JAdvance Outwash Time (24-hr) Flow Rate (gpm) Stage (feet) Totalizer (gallons) Comments 8:10 5.12 0.00 0 Flow on (3-30gpm) 8:30 4.35 0.70 85 8:45 4.25 0.76 149 Flow down 9:00 3.61 0.70 205 Slight sloughing around staff guage 9:15 3.58 0.70 258 9:30 3.54 0.70 312 9:45 3.51 0.70 364 10:00 3.50 0.70 417 Flow off/ mini falling head 10:02 0.00 0.63 417 10:04 0.00 0.57 417 10:05 0.00 0.53 417 10:07 0.00 0.45 417 10:09 6.50 0.39 417 Flow on/ building head 10:15 5.57 0.82 469 Flow down 10:30 3.42 0.76 523 Flow up 10:45 3.96 0.78 583 11:00 3.94 0.80 642 11:15 3.92 0.80 701 11:30 3.90 0.80 758 11:45 3.90 0.80 819 12:00 3.90 0.78 877 Flow up/ building head -1ft 12:15 5.22 0.92 955 Flow down/ slight caving 12:30 4.10 0.87 1020 Flow up 12:45 4.55 0.88 1086 13:00 4.52 0.88 1153 13:18 4.48 0.88 1240 13:30 4.48 0.89 1288 13:45 4.46 0.89 1356 14:00 4.45 0.89 1422 14:10 4.46 0.89 1467 14:20 4.45 0.89 1511 14:30 4.44 0.89 1553 14:40 4.46 0.89 1596 14:50 4.45 0.89 1642 15:00 4.47 0.90 1687 15:10 4.46 0.90 1731 Flow off/ falling head 15:13 0 0.86 15:17 0.72 15:20 0.64 15:24 0.53 15:27 0.41 15:30 0.26 15:33 0.13 last reading used in falling head 15:36 0.00 Average Infiltration Rate (in/hr) during last hour of inflow: 21.6 Average Infiltration Rate (in/hr) during falling head: 24.1 Associated Earth Sciences, Inc. www.aesgeo.com Olympic View K-8 Federal Way, Washington Project No. 20200283EO01 Infiltration Test Data APPENDIX C OPERATION & MAINTENANCE MANUAL �C JACOBSON 26 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or No trash or debris in vault. Storage Area tank (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of All sediment removed from storage accumulation the diameter of the storage area for''/z length of area. storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than'/z length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. Gaps between A gap wider than '/z-inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than '/z-inch, any evidence of soil Vault is sealed and structurally frame, bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. Inlet/Outlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than'/, -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat; covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-6 Underground stormwater detention and infiltration systems must be inspected and maintained at regular intervals for purposes of performance and longevity. Inspection Inspection is the key to effective maintenance of CMP detention systems and is easily performed. Contech recommends ongoing, annual inspections. Sites with high trash load or small outlet control orifices may need more frequent inspections. The rate at which the system collects pollutants will depend more on - site specific activities rather than the size or configuration of the system. Inspections should be performed more often in equipment washdown areas, in climates where sanding and/or salting operations take place, and in other various instances in which one would expect higher accumulations of sediment or abrasive/ corrosive conditions. A record of each inspection is to be maintained for the life of the system. Maintenance CMP detention systems should be cleaned when an inspection reveals accumulated sediment or trash is clogging the discharge orifice. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. Contech suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. Annual inspections are best practice for all underground systems. During this inspection if evidence of salting/de-icing agents is observed within the system, it is best practice for the system to be rinsed, including above the spring line soon after the spring thaw as part of the maintenance program for the system. Maintaining an underground detention or infiltration system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather. The foregoing inspection and maintenance efforts help ensure underground pipe systems used for stormwater storage continue to function as intended by identifying recommended regular inspection and maintenance practices. Inspection and maintenance related to the structural integrity of the pipe or the soundness of pipe joint connections is beyond the scope of this guide. A --\\I%\IT1e^U0 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN CMP DETENTION SYSTEMS ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS /� DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH'S CONDITIONS OF SALE C N T E C (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ENGINEERED SOLUTIONS © 2019 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY CMP MAINTENANCE GUIDE 10/19 PDF ALL RIGHTS RESERVED. PRINTED IN USA. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y-i cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch 1/3 the depth from the bottom of basin to invert basin. the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than '/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/z inch and longer than 3 feet, Catch basin is sealed and is bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than '/z inch and longer than 1 foot No cracks more than inch wide at at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe. evidence of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than '/z-inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/8inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all accumulation design depth. sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-16 //-- C=::NTECH° ENGINEERED SOLUTIONS f I lie f a Filterra Maintenance Steps Bioretention Systems A Growing Idea In Storan—ter Filtration 1. Inspection of Filterra and surrounding area 3. Removal of debris, trash and mulch 5. Clean area around Filterra 2. Removal of tree grate and erosion control stones 4. Mulch replacement 6. Complete paperwork and record plant height and width Contech has created a network of Certified Maintenance Providers (CCMP's) to provide maintenance on Filterra systems. To find a CCMP in your area please visit www.conteches.com/maintenance © 2015 Contech Engineered Solutions LLC Filterra Owner's Manual 0 f fa0 Bioretention Systems CONTECH° ENGINEERED SOLUTIONS This Owner's Manual applies to all precast Filterra Configurations, including Filterra Bioscape Vault. AL V". 14 6) fi Ite Bioretention Systems Table of Contents Introduction................................................................................4 Activation Overview.....................................................................4 Filterra Plant Selection Overview...................................................6 Warranty Overview......................................................................6 Routine Maintenance Guidelines...................................................6 Maintenance Visit Procedure.........................................................9 Appendix 1 — Activation Checklist...............................................12 Appendix 2 — Planting Requirements for Filterra Systems................13 Appendix 3 — Filterra Tree Grate Opening Expansion Procedure ....15 0%,oiNTECHO ENGINEERED SOLUTIONS www.ContechES.com/filterra 1 800-338-1122 3 Introduction Thank you for your purchase of the Filterra° Bioretention System. Filterra is a specially engineered stormwater treatment system incorporating high performance biofiltration media to remove pollutants from stormwater runoff. The system's biota (vegetation and soil microorganisms) then further breakdown and absorb captured pollutants. All components of the system work together to provide a sustainable long-term solution for treating stormwater runoff. The Filterra system has been delivered to you with protection in place to resist intrusion of construction related sediment which can contaminate the biofiltration media and result in inadequate system performance. These protection devices are intended as a best practice and cannot fully prevent contamination. It is the purchaser's responsibility to provide adequate measures to prevent construction related runoff from entering the Filterra system. Included with your purchase is Activation of the Filterra system by the manufacturer as well as a 1-year warranty from delivery of the system and 1-year of routine maintenance (mulch replacement, debris removal, and pruning of vegetation) up to twice during the first year after activation. Design and Installation Each project presents different scopes for the use of Filterra systems. Information and help may be provided to the design engineer during the planning process. Correct Filterra box sizing (by rainfall region) is essential to predict pollutant removal rates for a given area. The engineer shall submit calculations for approval by the local jurisdiction. The contractor is responsible for the correct installation of Filterra units as shown in approved plans. A comprehensive installation manual is available at www.ContechES.com. Activation Overview Activation of the Filterra system is a procedure completed by the manufacturer to place the system into working condition. This involves the following items: • Removal of construction runoff protection devices • Planting of the system's vegetation • Placement of pretreatment mulch layer using mulch certified for use in Filterra systems. Activation MUST be provided by the manufacturer to ensure proper site conditions are met for Activation, proper installation of the vegetation, and use of pretreatment mulch certified for use in Filterra systems. www.ContechES.com/filterra 1 800-338-1122 Minimum Requirements The minimum requirements for Filterra Activation are as follows: 2 The site landscaping must be fully stabilized, i.e. full landscaping installed and some grass cover (not just straw and seed) is required to reduce sediment transport. Construction debris and materials should be removed from surrounding area. Final paving must be completed. Final paving ensures that paving materials will not enter and contaminate the Filterra system during the paving process, and that the plant will receive runoff from the drainage area, assisting with plant survival for the Filterra system. 3. Where curb inlets are included as part of the Filterra system, Filterra throat opening should be at least 4" in order to ensure adequate capacity for inflow and debris. oo*'- 4" MIN CLEAR THROAT OPENING CAST -IN -PLACE GUTTER AND THROAT OPENING (BY CONTRACTOR PER r LOCAL STANDARDS) a 4 ■ THROAT PROTECTION DEVICE DO NOT REMOVE - LEAVE IN PLACE UNTIL SITE IS STABILIZED AND a FILTERRA IS ACTIVATED a d An Activation Checklist is included on page 12 to ensure proper conditions are met for Contech to perform the Activation services. A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. www.ContechES.com/filterra 1 800-338-1122 5 Filterra Plant Selection Overview A Plant List is available on the Contech website highlighting recommended plants for Filterra systems in your area. Keep in mind that plants are subject to availability due to seasonality and required minimum size for the Filterra system. Plants installed in the Filterra system are container plants (max 15 gallon) from nursery stock and will be immature in height and spread at Activation. It is the responsibility of the owner to provide adequate irrigation when necessary to the plant of the Filterra system. The "Planting Requirements for Filterra Systems" document is included as an appendix and discusses proper selection and care of the plants within Filterra systems. Warranty Overview Refer to the Contech Engineered Solutions LLC Stormwater Treatment System LIMITED WARRANTY for further information. The following conditions may void the Filterra system's warranty and waive the manufacturer provided Activation and Maintenance services: • Unauthorized activation or performance of any of the items listed in the activation overview • Any tampering, modifications or damage to the Filterra system or runoff protection devices • Removal of any Filterra system components • Failure to prevent construction related runoff from entering the Filterra system • Failure to properly store and protect any Filterra components (including media and underdrain stone) that may be shipped separately from the vault Routine Maintenance Guidelines With proper routine maintenance, the biofiltration media within the Filterra system should last as long as traditional bioretention media. Routine maintenance is included by the manufacturer on all Filterra systems for the first year after activation. This includes a maximum of 2 visits to remove debris, replace pretreatment mulch, and prune the vegetation. More information is provided in the Operations and Maintenance Guidelines. Some Filterra systems also contain pretreatment or outlet bays. Depending on site pollutant loading, these bays may require periodic removal of debris, however this is not included in the first year of maintenance, and would likely not be required within the first year of operation. These services, as well as routine maintenance outside of the included first year, can be provided by certified maintenance providers listed on the Contech website. Training can also be provided to other stormwater maintenance or landscape providers. www.ContechES.com/filterra 1 800-338-1122 Why Maintain? All stormwater treatment systems require maintenance for effective operation. This necessity is often incorporated in your property's permitting process as a legally binding BMP maintenance agreement. Other reasons to maintain are: • Avoiding legal challenges from your jurisdiction's maintenance enforcement program. • Prolonging the expected lifespan of your Filterra media. • Avoiding more costly media replacement. • Helping reduce pollutant loads leaving your property. Simple maintenance of the Filterra is required to continue effective pollutant removal from stormwater runoff before discharge into downstream waters. This procedure will also extend the longevity of the living biofilter system. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the inlet. This may include trash, silt and leaves etc. which will be contained above the mulch layer. Too much silt may inhibit the Filterra's flow rate, which is the reason for site stabilization before activation. Regular replacement of the mulch stops accumulation of such sediment. When to Maintain? Contech includes a 1-year maintenance plan with each system purchase. Annual included maintenance consists of a maximum of two (2) scheduled visits. Additional maintenance may be necessary depending on sediment and trash loading (by Owner or at additional cost). The start of the maintenance plan begins when the system is activated. Maintenance visits are typically scheduled seasonally, the spring visit aims to clean up after winter loads including salts and sands while the fall visit helps the system by removing excessive leaf litter. It has been found that in regions which receive between 30-50 inches of annual rainfall, (2) two visits are generally required, regions with less rainfall often only require (1) one visit per annum. Varying land uses can affect maintenance frequency,- e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented may require additional maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Supplier and Owner predict future maintenance frequencies, reflecting individual site conditions. Owners must promptly notify the maintenance provider of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the Supplier (i.e. no pruning or fertilizing) during the first year. www.ContechES.com/filterra 1 800-338-1122 Exclusion of Services Clean up due to major contamination such as oils, chemicals, toxic spills, etc. will result in additional costs and are not covered under the Supplier maintenance contract. Should a major contamination event occur the Owner must block off the outlet pipe of the Filterra (where the cleaned runoff drains to, such as drop inlet) and block off the throat of the Filterra. The Supplier should be informed immediately. Maintenance Visit Summary Each maintenance visit consists of the following simple tasks (detailed instructions below). Inspection of Filterra and surrounding area Removal of tree grate (where applicable) and erosion control stones Removal of debris, trash and mulch Mulch replacement Plant health evaluation and pruning or replacement as necessary Clean area around Filterra 7. Complete paperwork Maintenance Tools, Safety Equipment and Supplies Ideal tools include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T-Bar or crowbar should be used for moving the tree grates, where applicable (up to 170 Ibs each). If tree grate opening expansion is necessary, safety glasses/goggles and a 31b or greater mini sledgehammer are required. Most visits require minor trash removal and a full replacement of mulch. See below for actual number of bagged mulch that is required in each media bay size. Mulch should be a double shredded, hardwood variety. Some visits may require additional Filterra engineered soil media available from the Supplier. Media Bay Length Media Bay Width Filter Surface Area (ft2) Volume at 3" (ft3) # of 2 ft3 Mulch Bags Other sizes not listed - 1 bag per 8 ft2 of media. www.ContechES.com/filterra 1 800-338-1122 Maintenance Visit Procedure Keep sufficient documentation of maintenance actions to predict location specific maintenance frequencies and needs. An example Maintenance Report is included in this manual. 1. Inspection of Filterra and surrounding area • Record individual unit before maintenance with photograph (numbered). Record on Maintenance Report (see example in this document) the following: Record on Maintenance Report the following: Standing Water yes no Damage to Box Structure yes no Damage to Grate (if applicable) yes no Is Bypass Clear yes no If yes answered to any of these observations, record with close-up photograph (numbered). 2. Removal of tree grate (if applicable) and erosion control stones • Remove cast iron grates for access into Filterra box (if applicable). • Dig out silt (if any) and mulch and remove trash & foreign items. 3. Removal of debris, trash and mulch Record on Maintenance Report the following: Silt/Clay yes no Cups/ Bags yes no Leaves yes no Buckets Removed • After removal of mulch and debris, measure distance from the top of the Filterra engineered media soil to the top of the top slab. Compare the measured distance to the distance shown on the approved Contract Drawings for the system. Add Filterra media (not top soil or other) to bring media up as needed to distance indicated on drawings. Record on Maintenance Report the following: Distance to Top of Top Slab (inches) Inches of Media Added www.ContechES.com/filterra 1 800-338-1122 9 4. Mulch replacement • Add double shredded mulch evenly across the entire unit to a depth of 3". • Refer to Filterra Mulch Specifications for information on acceptable sources. • Ensure correct repositioning of erosion control stones by the Filterra inlet to allow for entry of trash during a storm event. • Replace Filterra grates (if applicable) correctly using appropriate lifting or moving tools, taking care not to damage the plant. • Where applicable, if b" tree grate opening is too close to plant trunk, the grate opening may be expanded to 12" using a mini sledgehammer. Refer to instructions in Appendix 3. 5. Plant health evaluation and pruning or replacement as necessary • Examine the plant's health and replace if necessary. • Prune as necessary to encourage growth in the correct directions Record on Maintenance Report the following: Height above top of Filterra Unit Width at Widest Point Health Damage to Plant Plant Replaced 6. Clean area around Filterra healthy (ft) (ft) unhealthy yes no yes no • Clean area around unit and remove all refuse to be disposed of appropriately. 7. Complete paperwork • Deliver Maintenance Report and photographs to appropriate location (normally Contech during maintenance contract period). • Some jurisdictions may require submission of maintenance reports in accordance with approvals. It is the responsibility of the Owner to comply with local regulations. 10 www.ContechES.com/filterra 1 800-338-1122 Maintenance Checklist Systeme - Problem Conditions to Check Condition that Should Exist Actions Excessive Accumulated sediments or Inlet should be free of obstructions allowing free Sediments and/or trash should Inlet sediment or trash trash impair free flow of water distributed flow of water into be removed. accumulation. into Filterra. Filterra. Trash and debris should be Mulch Cover Trash and floatable Excessive trash and/or debris Minimal trash or other debris removed and mulch cover raked debris accumulation. accumulation. on mulch cover. level. Ensure bark nugget mulch is not used. "Ponding" in unit could be "Ponding" of water indicative of clogging due Stormwater should drain Recommend contact Mulch Cover on mulch cover. to excessive fine sediment freely and evenly through manufacturer and replace mulch accumulation or spill of mulch cover. as a minimum. petroleum oils. Soil/mulch too wet, evidence of Vegetation Plants not growing spill. Incorrect plant selection. Plants should be healthy and Contact manufacturer for advice. or in poor condition. Pest infestation. Vandalism to pest free. plants. Plant growth Plants should be appropriate Trim/prune plants in accordance Vegetation to the species and location of with typical landscaping and excessive. Filterra. safety needs. Cracks wider than 1 /2 inch Structure Structure has visible or evidence of soil particles Vault should be repaired. cracks. entering the structure through the cracks. Maintenance is ideally to be performed twice annually. Filterra Inspection & Maintenance Log Filterra System Size/Model: Location: Date 0 Mulch & Debris Removed Depth of Mulch Added = Mulch grand PremiumBuckets BrownMagnolia Height of Vegetation Above Top of Vault Vegetation Species Issues with System -StandingRemoved downstream Comments M_=M M_=M www.ContechES.com/filterra 1 800-338-1122 Appendix 1 - Filterra° Activation Checklist Cw;NTECH ENGINEERED SOLUTIONS Project Name: Site Contact Name: Site Owner/End User Name: Preferred Activation Date: Company: Site Contact Phone/Email: Site Owner/End User Phone/Email: (provide 2 weeks minimum from date this form is submitted) Final Pavement Landscaping Construction Throat Site System Size / Top Coat Complete materials / Opening Plant Species Designation Complete / Grass Piles / Debris Measures 4" Requested Emerging Removed Min. Height ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A ❑ Yes ❑ Yes ❑ Yes ❑ Yes ❑ No ❑ No ❑ No ❑ No ❑ N/A Attach additional sheets as necessary. NOTE: A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. ONLY Contech authorized representatives can perform Activation of Filterra systems; unauthorized Activations will void the system warranty and waive manufacturer supplied Activation and 1 st Year Maintenance. Signature 12 www.ContechES.com/filterra 1 800-338-1122 Date Appendix 2 - Planting Requirements for Filterra° Systems Plant Material Selection • Select plant(s) as specified in the engineering plans and specifications. • Select plant(s) with full root development but not to the point where root bound. • Use local nursery container plants only. Ball and burlapped plants are not permitted. • For precast Filterra systems with a tree grate, plant(s) must not have scaffold limbs at least 14 inches from the crown due to spacing between the top of the mulch and the tree grate. Lower branches can be pruned away provided there are sufficient scaffold GRA F7 branches for tree or shrub development. CROWN j • For precast Filterra systems with a tree grate, at the time of installation, it is required _ _ _ _ _ SOIL SURFACE that plants) must be at least 6" above the tree grate opening at installation for all Filterra configurations. This DOES NOT apply to Full Grate Cover designs. • Plant(s) shall not have a mature height greater than 25 feet. • For standard 21" media depth, a 7 — 15 gallon container size shall be used. Media less than 21" (Filterra boxes only) may require smaller container plants. • For precast Filterra systems, plant(s) should have a single trunk at installation, and pruning may be necessary at activation and maintenance for some with a tree grate of the faster growing species, or species known to produce basal sprouts. Plant Installation • During transport protect the plant foliage from wind and excessive jostling. • Prior to removing the plant(s) from the container, ensure the soil moisture is sufficient to maintain the integrity of the root ball. If needed, pre -wet the container plant. • Cut away any roots which are growing out of the container drain holes. Plants with excessive root growth from the drain holes should be rejected. • Plant(s) should be carefully removed from the pot by gently pounding on the sides of the container with the fist to loosen root ball. Then carefully slide out. Do not lift plants) by trunk as this can break roots and cause soil to fall off. Extract the root ball in a horizontal position and support it to prevent it from breaking apart. Alternatively the pot can be cut away to minimize root ball disturbance. • Remove any excess soil from above the root flare after removing plant(s) from container. • Excavate a hole with a diameter 4" greater than the root ball, gently place the plant(s). • If plants) have any circling roots from being pot bound, gently tease them loose without breaking them. • If root ball has a root mat on the bottom, it should be shaved off with a knife just above the mat line. • Plant the tree/shrub/grass with the top of the root ball 1 " above surrounding media to allow for settling. • All plants should have the main stem centered in the tree grate (where applicable) upon completion of installation. • With all trees/shrubs, remove dead, diseased, crossed/rubbing, sharply crotched branches or branches growing excessively long or in wrong direction compared to majority of branches. • To prevent transplant shock (especially if planting takes place in the hot season), it may be necessary to prune some of the foliage to compensate for reduced root uptake capacity. This is accomplished by pruning away some of the smaller secondary branches or a main scaffold branch if there are too many. Too much foliage relative to the root ball can dehydrate and damage the plant. • Plant staking may be required. www.ContechES.com/filterra 1 800-338-1122 13 Mulch Installation • Only mulch that meets Contech Engineered Solutions' mulch specifications can be used in the Filterra system. • Mulch must be applied to a depth of 3" evenly over the surface of the media. Irrigation Requirements • Each Filterra system must receive adequate irrigation to ensure survival of the living system during periods of drier weather. • Irrigation sources include rainfall runoff from downspouts and/or gutter flow, applied water through the top/tree grate or in some cases from an irrigation system with emitters installed during construction. • At Activation: Apply about one (cool climates) to two (warm climates) gallons of water per inch of trunk diameter over the root ball. • During Establishment: In common with all plants, each Filterra plant will require more frequent watering during the establishment period. One inch of applied water per week for the first three months is recommended for cooler climates (2 to 3 inches for warmer climates). If the system is receiving rainfall runoff from the drainage area, then irrigation may not be needed. Inspection of the soil moisture content can be evaluated by gently brushing aside the mulch layer and feeling the soil. Be sure to replace the mulch when the assessment is complete. Irrigate as needed**. • Established Plants: Established plants have fully developed root systems and can access the entire water column in the media. Therefore irrigation is less frequent but requires more applied water when performed. For a mature system assume 3.5 inches of available water within the media matrix. Irrigation demand can be estimated as 1" of irrigation demand per week. Therefore if dry periods exceed 3 weeks, irrigation may be required. It is also important to recognize that plants which are exposed to windy areas and reflected heat from paved surfaces may need more frequent irrigation. Long term care should develop a history which is more site specific. ** Five gallons per square yard approximates 1 inch of water Therefore for a 6' by 6' Filterra approximately 20-60 gallons of water is needed. To ensure even distribution of water it needs to be evenly sprinkled over the entire surface of the filter bed, with special attention to make sure the root ball is completely wetted. NOTE: if needed, measure the time it takes to fill a five gallon bucket to estimate the applied water flow rate then calculate the time needed to irrigate the Filterra. For example, if the flow rate of the sprinkler is 5 gallons/minute then it would take 12 minutes to irrigate a 6' by 6' filter. 14 www.ContechES.com/filterra 1 800-338-1122 Appendix 3 - Filterra° Tree Grate Opening Expansion Procedure The standard grates used on all Filterra configurations that employ Tree Grates are fabricated with a 6" opening that is designed with a breakaway section that can be removed, allowing the grate opening to be expanded to 12" as the tree matures and the trunk widens. The following tools are required to expand the opening: • Mini sledgehammer (3 lb. or greater) • Safety Glasses / Goggles The following guidelines should be followed to properly expand the tree opening from 6" to 12": W-1 A or wi� Remove the grate from the Filterra frame, place it flat on a hard surface, and support the grate by stepping on the edge or using other weighted items such as a few mulch bags if this is being done during a Filterra maintenance event. Put on safety glasses/goggles. Align the mini sledgehammer as shown in the figure to the left. The head of the sledgehammer should be aimed just inside the wide cast iron bar between the larger grate section and the breakaway section. 2. Repeatedly hit the grate at this spot with the mini sledgehammer. 3. After several hits, the breakaway section should snap cleanly off of the larger grate section. Reinstall the grate into the Filterra grate frame. Recycle or dispose of the breakaway section per local guidelines. www.ContechES.com/filterra 1 800-338-1122 15 6) filtefa Bioretention Systems Clvwo-NTECH° ENGINEERED SOLUTIONS 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 info@conteches.com 1 800-338-1122 www.ContechES.com © 2021 Contech Engineered Solutions LLC, a QUIKRETE Company ALL RIGHTS RESERVED. PRINTED IN THE USA. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. PDF 6/21 SEE CONTECH'S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. C NTECH" ENGINEERED SOLUTIONS no IFIN fQ .0r.01117 CDS Guide Operation, Design, Performance and Maintenance F-e 4 CDS® Design Basics Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re -suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast -in - place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit's separation chamber and pollutants are removed from the flow. All flows up to the system's treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. GRATEINLET CLEAN OUT / (CASTIRONHOODFOR (REQUIRED) CURB INLET OPENING) DEFLECTION PAN, 3 SIDED (GRATE INLET DESIGN) - SEPARATION CREST OF BYPASS WEIR (ONE EACH SIDE) INLET (MULTIPLE PIPES POSSIBLE) OUTLET I / �."�1 / /, I -OILBAFFLE TREATMENT SCREEN SEPARATION SLAB - I W_ -Y- SUMP STORAGE There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall MethodTI or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (µm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (um) or 50 microns (um). Water Quality Flow Rate Method In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall. The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method'" Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site -specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations' depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event). Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re -suspension or re -entrainment of previously captured particles. Hydraulic Capacity The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements. Performance Full -Scale Laboratory Test Results A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-1 10) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method "Gradation ASTM D-422 "Standard Test Method for Particle -Size Analysis of Soils" by a certified laboratory. OF Sediment is a mixture of three different products produced by the U.S. Silica Company: "Sil-Co-Sil 106", '41 DRY" and "20/40 Oil Frac". Particle size distribution analysis shows that the OF Sediment has a very fine gradation (d50 = 20 to 30 lim) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the OF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 µm) (NJDEP, 2003). The OK-1 10 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-1 10 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 1 10 100 1000 Particle Size (!rm) Figure 1. Particle size distributions Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1 % up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub -samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 "Standard Test Methods for Determining Sediment Concentration in Water Samples", and particle size distribution analysis. Results and Modeling Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect 3 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy -silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-1 10 sand) as a function of operating rate. 100.00 80.00 60.00 40.00 20.00 0.00 0% 20% 40% 60% 80% 100% 120% 140% °% Design Flaw Rate Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 gym). 100 90 80 70 60 50 40 3D 20 10 0 10D 80 60 40 20 0 Particle Size Distribution 1 10 100 1000 10DOO Particle Sian (micron) I Figure 3. WASDOE PSD CDS Unit Performance for Ecology PSD c.=125 µm y = 19.145x +:100.92 R7 = 0.931 00/0 200% 40% 60% 80% 10D0/0 120% 140°% % Design Flow Rate Figure 4. Modeled performance for WASDOE PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified 4 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as -built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. CDS Model CDS1515 Diameter 3 0.9 Distance from to of Sediment 3.0 Water Surface Pile 0.9 Sediment Storage 0.5 Capacity 0.4 CDS2015 4 1.2 3.0 0.9 0.9 0.7 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3025 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 CDS5640 10 3.0 6.3 1.9 8.7 6.7 CDS5653 10 3.0 7.7 2.3 8.7 6.7 CDS5668 10 3.0 9.3 2.8 8.7 6.7 CDS5678 10 3.0 10.3 3.1 8.7 6.7 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. CDS Model: Location: Date Water depth to sediment' Floatable Layer Thickness' Describe Maintenance Performed Maintenance Personnel Comments The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. 7 SUPPORT oil/ • Drawings and specifications are available at www.ContechES.com. 0"- NTECHp • Site -specific design support is available from our engineers. ENGINEERED SOLUTIONS 800-338-1122 www.ContechES.com ©2017 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, earth stabilization and stormwater treatment products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH'S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. sA RECYCLED cds manual3/17 PDF `j PAPER APPENDIX D CONVEYANCE CALCULATIONS AND EXHIBITS �C JACOBSON 27 FIGURE 16: 100- YEAR ISOPLUVIAL MAP 3.2.1 RATIONAL METHOD FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLUVIALS PROJECT SITE WESTERN o° KING COUNTY 100-Year 24-Hour Precipitation in Inches 0 2 4 Miles 0 COUNTY COUNTY RA 2016 Surface Water Design Manual 6/15/2016 3-19 - so, 5f "I SS SSA SS z t SS55- 6THAI'ENU SW (�MIII�RCOLLEC7!R) ` j `v - -- JG 289- SS SS SS 55 SVo SV9 s� s 2 (is �las CMP DE \ aps l 2ds — j -' T�NTION 1 / �'�(' - - i SYSTEM#2 10 _ — / J - — (WATER QUALITY) F2 C`L4' F11 r 71�79W F3 G2 0 P Y i ' v v v} l A6TD2 IwnTeR Qunuyvl ASTD -------- — - 2r1l< E3 ry90 MPD EN G3A' B7A 1 YSTE 1 O / / II III � I � Os _ r. .. •• �'Y• ' ,�i ..Q.. ..J•.O.. ,... 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JACOBSON �C JACOBSON IN Cur.•es General ID: IDF 1� Description: FIGURE 18: OF CURVE X Rainfall equation X-axis Q IN table Q Linear • i=134Tc+DI'E C Log Q i = A + B(LnX) + C(LrgC + D(LnXf Y-axis C Intensity direct entry Q Linear C Log Return period Period: 100�years Enter rainfall intensity in Whr Return Period (years) B D E 1 0 0 0 2 0 0 0 3 0 0 0 5 0 0 0 10 0 0 0 25 0 0 0 50 10 10 10 100 111.223 10 10.63 SSA: i = B / (Tc + D) E 1 r--�� 1 KCSWDM: IR = PR* a,* Tc-bR Load... Save... Clear Close Help B = PR * aR = (4.3)(2.61) = 11.223 Where PR is 4.3 per KCSWDM Figure 3.2.1.D 100-year 24-hour Isopluvials and aR is 2.61 per KCSWDM Table 3.2.1.B - Coefficients for the Rational Method '7R" Equation for the 100-year 24-hour storm. Tc = Tc + D = 6.3 + 0 = 6.3 Where Tc is set to 6.3 per KCSWDM section 3.2.1 and D is a variable in SSA to show a variance in the time of concentration, which is zero for this project. E = bR= 0.63 Where bR is 0.63 per KCSWDM Table 3.2.1.B - Coefficients for the Rational Method "iR" Equation for the 100-year 24-hour storm. SSA uses the OF curve to calculate "i" which will then be used in the Rational Method calculations during conveyance analysis. 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM III 4f: 1 I `ia.,t ►If��.;w��/l�•iF ® �-�' \� � iiMFrX— AMMii1��1� �®��"3S��te��°�.��9®{�.'��'�.r��ti��ESf=�" I�'��Ilil®��O®1�I.9li�G�►��7�L.��I��.lil�I�l��/�.fe�i��>��4�®611I�E�le��.�i�ia - - -- \ ! `�sid�eso'Ritik-2�aa2 �,� G _ ti11' - - - - - - S - - _ - 2 -4Si� 4S OS -as—a � coNc N Ie= 52 as _ - as - 2a �� Ds — I IE=2B� - \ �� 2s a i ti1 _ - d1^�Cpne 2 28 / CMP DETE ON 7Y'C f i 1'l' 72" caac se 7E�263S7` i 1°l� - - - - _ — - SYSTEICA #� ,'C� ,�2�� -__�8� - -Profile 9 /' /v} __- --- -- -28r, Profile 1 zero Profile 10 o f. 8 FILTERRAVAULT# -_ 1 / (WATER QUALITY) v Il �/� // - 7 7'----- - ------/ - Profile 11 ��M FIL'GERRA AULT #2 \1 •' •I WATER Q ALITY) , v/ wvvv�vi; 19R� 27 ,L Profile3 v .—ss ss- s —ss s s ss ss ss ss l ss s ss�. I' v A'�v( �2 '� f / ;..,J�� \�) 1A)1 A A A\ \\ .• MP TI TEM#1 S-389 9 L• c� I m A / Profile 2 ,I v I I I I� � v � v v I— —':: .°°a�- _-- --�� i •. ,� I.: : • • ..r.• �• 'e�. • I I a / I � Profile 4 , vv , ::. � � 7 --- 2a� .., , •• ,..---� `• 5>° .•�. v , v I � -r j ' I wv / , I _ r Profile 12`-- -- ® Proflle rJ ; --- T � � — —— -, ' �'- �-+ �. Profile 1: I 2881 71 �/ .I /Im /i mVN721 // T �au6 vo acK _ FILTERRA VAULT 4 i - G \ {{ WATER QUALITY j 12F9E I T T T 6. A490 / ELt V_ 87_ I } I I s- d 2 O �T � \ as /_ I I �I � t - - -�- - -- Profile 14 M ---�� -X � v_ i 1 IF- s 1 (D A Profile 6FILTERA \ I AVAULT#1 �+y — I (WATER QUALITY) A\v V � V � � � T J 1 �_-��- _ MGM - - ,. �V i/ M—M�Y 1 A T _ _ T _ _�� —gym —------- n caa w Ie=sa7 P ofi _ OP E IE / � I r le 7 284 2 83 — -- _ _ - Zg4 'g =-282 -_.��\ 24— `._":' A`✓ AZ' /� V A \ ) _ / i - - -- 28-�380-77- ,. 28 2279— FIGURE 19: SSA PROFILE LAYOUT 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JAC0BS0NENGINEERS.00M �� JACOBSON �C JACOBSON FIGURE 20: SSA SETTINGS Project OptionE General ID Labels Element Prototypes Units & element specifications Unit system: US Units Sites less than 10 Flow units: CFS w acres to use Modified Elevation type: Elevation V Rational Method per KCSWDM Table 3.10 ❑*/ Compute lengths and areas while digitizing Acceptable Uses of Hydrology runoff specifications Runoff Computation Hydrology method: Modified Rational Methods Time of concentration [TOC] method: LSCS TR-55 Minimum allowable TOC: 6.3 min Time of Modified rational method storm duration: 6.3 min concentration set to 6.3 minutes per Rational method ascending limb multiplier: F KCSDWM section Rational method receding limb multiplier: 3.2.1 EPA SMM infiltration method: HEC-1 unit hydrograph method: lark ' Hydrodynamic Link HEC-1 loss method: Uniform Routing calculates the backwater Hydraulic routing specifications analysis for the Link routing method: Hydrodynamic conveyance system. See Force main equation: Hazen -Williams excerpt below. Minimum conduit slope: 0.2 % Computational & reporting options Storage node exfilkrakion method: None ' ❑✓ Enable overflow ponding at nodes Skip steady state analysis time periods ❑%I Include input data in ASCII output report B Include control actions in ASCII output report OK Cancel Help Excerpt from Storm and Sanitary Analysis 2016 User's Guide: Hydrodynamic Routing Hydrodynamic routing can account for channel storage, backwater entrance losses, exit losses, flow reversal, and pressurized flow. Because it couples together the solution for both water levels at nodes and flow in conduits it can be applied to any general network layout, even those containing multiple downstream diversions and loops. 11t is the method of choice for systems Isubiected to sienificant backwater effects due to downstream flow restrictions 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM SSA Profile 1 STRUCTURE NAME w �y w H 0 0) U w 1' N !} H 287 Ut kD 0) N CLR Ui co A Lo N LO 286.5 _________,__________________--------- ________________,_________,_i.rw_ N � N } 0 ri N N 266_______ _________,________________________________ _____________�_________�F' ,x +4__�__ 285.5 '---------'---------' 265 ________ _____ OUTFALL TO INFILTRATION PIPES 284 -------------------- *-------- C w 283-------;---------;-------- PIPE NAME --------- --------- �w N �} , 282.5 -----:pia--------;----- --- -------'---------'-----i---------�---------L- ----�-- c o Link Ib Pipe - (94): Link ID Roe - (103) U2 co ; Length 9.25 ft Length:5.50 ft H 0 Dia 0.67 ft ; m m Slope 0.0237 ftd Slope 281.5 -----� Up Invert 280.4.8 L --- ft --------�---- - ---r--------- ----r-- H Dn Invert 280.26 tI n Invert:280.48 ft 281 ------ -------- 280.5 ----- 280---------------- ----------------------------------------------------------� 1+ 0 1,62 1,04 1 +06 1 +08 1 +10 1+ 2 1 +14 1 +16 Node ID: SD A2 SD Cl Rim (ft): 285.64 Invert (ft): 280.25 280.48 Min Pipe Cover (ft): 4.49 Max HGL (ft): 280.25 281.46 Link ID: Pipe - (94) Pipe - (1 [ Length (ft): 9.25 5.50 Dia (ft): 0.67 0.67 Slope (ftlft): 0.0237 0.0055 Up Invert (ft): 280.48 280.51 Dn Invert (ft): 280.26 280.48 Max Q (cfs): 1.70 1.70 Max Vel (ftls): 5.36 4.96 Max Depth (ft): 0.57 0.67 Main Str 287 --------'------`-----•-------------'------`-----`--------------- -----`-----`-----•-------- -----'------`-----•---- 286.8 ---------I------r -----* 11------ r----- r----- 11----- 11------ r----- r----- , LQ CO - 286.6 -------------------- ------------'------------- ----------- ------- ---- ----- ------ ----- A 286.4 ''--4-- ------ '------ `----------- ------ `-----•-------------'----- ---- ---- , --_____�T_____-- 286.2_____________------------- --------------_____ __ 286------ _----- ______i_____________________________________________________________________________ 265.E ---------- _____ ______,------ ,------ ______,-------------- ____________-______-_____,------------------- ,______,_____+____ 285.E r__________-_____--- _____r_ �___-______ ______ ______r_____r_____T____________+E+_ 285.4 '------'----- i ii------'--------------L----- '------------ ------L----- i-----'------'------ HJ Fp U1' O w 0, CO 285.2 .--- --- -- r� p H , 265 r--- --------------r-7-I oorV--- T------------ r-----r-----� n'------ r----- ,r-----r-----n', ------,- - - - - - r N, S4 , , IL , , , , 264.E L------'-----'------� i i------'------� IL-----'-----'----- i '------'------� a_ 284.6 H ------ , , , --- --- - -----I284.2 ------------- , 264 �------------------ -- ;----- ----� ;-----;--------------------* ;------------- 263.E ;irdc ID Pipe - (IjC ------ 0 283.6 --- -------------- ------L------------------ ---- ---- ~r3 2834 J '---- MAX WATER .... DiLq� -tt - - � w 283.2 ------;------;------ SURFACE Lo e0.0101_ftitt 263 Invert 282.051t - - - - MAX H G L '' [Yp Invert: 280.77 ;ft 262.E r------- i-------- - - ------ -T -- -- -- -- - -r i - - - ------ - -r----r---- -T - - -------- - - - - -r r 282.6 ---- ---- '------- ---L---'------------- L----- L----- ' ----- i '----- i 282.4 . Link ID P (92)� --- ---- L � .04 ft 282.2 r____ _________ 282 - - -Ct71t ftift ` ' 281.8 .---- -Up. 77 4 - ----- I- ---- � - ------------ 281.6 r____ _-Drab 4RVPA 280.54 4__ T_---- 1------ ------- r ___T____ 281.4 L---- ---- '------'-----.L----- i----- '------ '------ L---i---- 281.2 --- , 281 ------'-----= ----------$---- -------'------ --------- 280.8------------- 280.6 1------------- ------------- ---1---- 280.4 ------------------- ---- 280.2 ----- ----- ----------- -L----- I ----- I- ------ ------ -- -- , 280- - -- - ----------- - - - -- -- --- 0+90 1+ 0 1+10 1 20 1+30 +40 1+50 1+60 1+70 1+80 1+90 2+ 0 2+10 2+20 2+30 2+40 2+50 2+60 2+70 SD C2 Node ID: 285.53 Rim (ft): 280.51 Invert (ft): 4.36 Min Pipe Cover (ft): 201.99 Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ftlft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel [ftls]: Max Depth (ft): SD C2 SD C3 SD C4 285.53 284.09 284.21 280.51 280.77 282.05 4.36 2.66 1.49 281.99 282.95 282.33 37.04 126.53 0.67 0.67 0.0070 0.0101 280.77 282.05 280.51 280.77 0.85 0.36 2.42 1.52 0.67 0.47 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM �� JACOBSON SSA Profile 2 287.5 287 286.5 286 285.5 285 284.5 284 0 m 283.5 w 283 282.5 282 281.5 281 280.5 280 Node ID: Rim (ft): Invert (fk): Min Pipe Cover (fk): Max HGL (fk): Link ID: Length (ft): Dia (fk): Slope (fklfk): Up Invert (fk): Dn Invert (fk): Max Q (cfs): Max Vel (fkls): Max Depth (fk): JC Profile Plot w Main Street Storm Sewer -----=--- +s - -----------'-----------------'-------- ------- i_N aJ PFv tp i i -m-------- r ' i i i ---------------------------------------------------------------------------------- w w N i 1J H b, 00' ca m o co wi ,0 W LJ w Lry �____�_ A c7 0 - _______'_ i________------- JYS_� � u}___r________r_______i________r_______�________r________� -------- In i H Op N }} ' _______�________r_______�________r_________ �_�___r________r_______i________r_______�________r________�________r________r_______i_ ' 17 W 0 00 A A Ln W �_ r________r_______i-------- r-------n-________t________- H _______i________r_______1________r________-_ y�7] N _r________r_______i________r_______�________r________�________ Fa r________ i b' 1J O ; � H � Ao R co� ri - Af_H i i F i r3 F4 H i NO i ________ _______ ________ ________________ ________ _______ ________ _______ _____ __ _______ ________ _______ ________ _________________ �N N H Link ID Pipe (63) ____ _____-'--------J--------L-------J--- -L-- ---J- ---J-------- ____J--------L-------J--------J------- --- -------J--______l_______J________L_______ _____J-_______l_______J________T-_ _ _____L------------1-------- ' - - - -J_ Link ID: Pipe (53i Dia 7 Lft --- ------'--------J- ------- - - - - -- --- -=-------=- -----------------------------=---- - - -J -- ---- IS2pp 00.6 ----- --- ------ ❑ia 0. Up Invert 264.30 ft Slope 0.0076 tti Dry Invert 281.86 ft ---;------- ;--------------------------------------------- ------------------------ Up Invert 281.86 ft ----- -------------------------------- -- Li Pipe - (93) Lin IP Pipe - (9q) 'I) Dn Invert 280.96 ft �,gtty 17.22; ft ten 4B27 is 0.67 ft r , D 0.67 ft ope 0.0070 tU It ---- = -- U Invert 280.96 ft ; ; ; ; --_ ; ; - p- i U Invert 280.84 ft D Invert 280.84 ft ❑n Invert 280.51;ft ]wit ________________ J ________ L _______ J ________ L ________ -------- 1-------- l------- J-------- L------- J-------- J----------------- J-------- l------- J-------- L----------------- 1-------- l------- J-------- L------- J-------- L_______J________1-------- l------- J_ 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 3+60 3+70 3+80 Station (fk) SD C2 SD E1 SD E2 SD E3 SD E4 285.53 285.68 285.94 285.59 284.97 280.51 280.84 280.96 281.86 282.30 4.36 4.17 4.31 3.06 2.00 281.99 283.71 284.30 282.48 282.51 Pipe - (93) Pipe - (93) (1 ) Pipe - (53) Pipe - (63) 46.27 17.22 117.79 90.88 0.67 0.67 0.67 0.67 0.0071 0.0070 0.0076 0.0049 280.84 280.96 281.86 282.30 280.51 280.04 280.96 281.86 0.92 0.61 0.58 0.13 2.64 1.74 2.29 0.68 0.67 0.67 0.64 0.40 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.42U600 1 JACOBSOHENGIHEERS.COM tJC � JACOBSON SSA Profile 3 Profile Plot " Main Street Storm Sewer , 293------- J--------- '--------- 1--------1--------J--------J---------L--------L--------J--------J---------'-----------------1--------J---------'---------L--------1 ii p- - - - - -- J L--------1--------J -- --w 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � 1 1 1 1 1U w 292 43 ,,.., __ _____I-_________I-________I-_________rI________ I-_________________ _ ________�_________r_ U }} [� JN _p�________I_________r________ ________ -------- _LO______ ' LO +} a 14 4� . 4; XQ M m +}r} 291 4 w N _____J_________1_________l________1________J________J_________L________L________J________J_________1_________L______ _1________J_________1_________L ________1_____ U2 O Ce � J--------- L-------- L________1________J {V _____1___ q O Lr} CR H C� q co 4 H W 4� 'H Op CO N JJ S4 290 m m H W 0 iV Sa '� .'a i O -H F4 C H 2gg --------- --------- ----------------- ________-_________-________L--------________ _________--- _-__________________ ________ __ ____b-A_�_---- _--- --- --- --- --- O ri a H _n______ ________ tirilC Ia P , 4H Link ID Pipe - (108 Length 56.02 ft ' ❑ia OI.51 ft ; Slope ftJft 287 -----;---------;----------------- ;-------- ;-------- ----------------- ;-------- ;-------- ------------------� ----------- Slope 0.0485 ftM-----------•--- ------- 0.0060 ----- Up Imve 28 .2 ft Up Invert 284.87 ft ❑n Invert 284.8T ft 286 ------:--------}---------------------------------------------',--------=-------- ---------------------- i�nlnve 82.34ft rt 2 ------------------ ------- 285 ------------------------------------------------------------------------------------------------------------------------- t.284 -----',-------------------------------------:---------------- --------------------------------- ------ --- ----------------------------------------------------------- -------- --- C O 2g3_____________________________________________I_________I________�_ 4} ,________I__________________ _ __________ ________ ________ ________ _________ ________ ________ ________ ____________ W p 282 i -----J---------'-----------------1--------J--------J---------L- -------------J--------J---------'--------- 1---------------- --------- L-------- 1--------J--------J---------L--------L--------1--------J---------' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 281 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I r-----------'---------r--------------------------------------- 1 ------- 1 1 I 1 1 ------------------------------------- 1 --- ;w 280 ------------- •-------- J--- ---Cir1k7D�f e ;-------� -------------- J--------'------- L -------- ------------------------------------------ Length Length 114.E 0 ft 279 ---------------------------------- ia Slope 0.0100 Rift - 278 L •--------J--------dlpw6r1 .20ff-- t L J - ----- ----- ------ ----- ----- ----- ------ ----- ----- ------------ Lnlnver27.06 ft ------------------------------------------------------------------------ ------------------------------------------ ---277 276 --------------------------------------- I------------------ ---------I-------- ------------------------------- 275 ---- ------- '-------------------$--------'------- ----------------- ---------- --- 274 ----------I--------- I -------- I --------- I -------- I -------- I-------------------------------------------------------------- I---------------- ------- --------------------------------------- 273 --- --J---------'--------- L-------- 1-------- J-------- J--------- L-------- L-------- J-------- J------------------ L-------- 1-------- J--------- '--------- L-------- 1-------- J-------- J--------- L-------- L-------- '-------- J---------'--- 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): SD A4 SD A5 Structure - (133) Structure - (132) 207.10 209.02 209.35 274.43 275.20 284.87 285.21 4.25 3.63 3.63 280.00 280.70 284.99 285.43 Pipe - (14) Pipe - (106) Pipe - (105) 114.10 52.20 56.02 1.51 0.51 0.51 0.0100 0.0485 0.0060 275.20 204.07 285.21 274.06 202.34 284.87 14.44 0.15 0.15 8.16 4.32 2.65 1.51 0.12 0.17 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CQM JG JACOBSON SSA Profile 4 290.5 290 289.5 289 288.5 288 287.5 287 286.5 286 285.5 285 284.5 284 283.5 283 282.5 282 Lu 281.5 281 280.5 280 279.5 279 278.5 278 277.5 277 276.5 276 275.5 275 274.5 274 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (fUft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ft/s): Max Depth (ft): L0.0 0 4, ------- n ------------ n ------------ ------------ ------------ ------------ ------------ ------------ Qj----------- ----------- ------------ ------------ ------------ ------------ ------------ ------ ------- ----------- ----------- ------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 285.2 - - - - - - - - - - - - - - - - r - - - - - - - - r ------ �4 4�L - - - - - - H co 0 1 - - - - - - - - ------- ----------- -------------------- ------------ ------------ ------------ ------------ --- 285 r" ----- -0 ---------------- L ------ ------ (V 43 - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 284.8 ------ LQ .1D r� ---------------- I M -- 0 -H kD 0 -1 -M 284.6 . . N 1 ------------------- 4j 0: M ------ --------------- ----------- ----------- ------------ ------------ 284.4 co- �4 w ---------------- ------ co, ----- CbT - 1] R N r- 284.2 --------- ------ N: �4------ ------- - ------- ------- ---------- ------------ ------- - -------------------------------- F ----------- 4 H co 0 ------- --------- ----------- ----------- " - k� -------- ----------- I --- (V 284 ----------------- L ---------- L ------ 01. I ------- ------ " H j4 283.8 -------------------- -------- --------- ----- ---- ---- ------- ---------- ----- ---- ----------- rr -IT ------------ ------------ ------------ ------ = ;2; " H H c" 0 283.6 ------ - - ------------------- ------ -------- ------- ------------------------- ------------------------------------------------------------------- W-14 -------------------------- -------------- (V (V 9� j ----- 283.4 ------ -------- ------------------ --------- ------ -------- ---------- ---------- ------------ ------------ ------------ ----------- ------ ---------------------------------- ------- ------ 283.2 -------- ----- -------- I ----------- L ------ ------ -------- 283 ------ ------------------------- -------- --------- ------ -------- -------- --------- - T 282.8 ------ -------- : ---------- ------ -------- --------------------------------------------------- ----- ------- ---------- ----------- ----------- ---- ------ -------------------------------------- ------- ----- ------------------------------- -. ---0 ------- ------------------ ---------- ------- ----- ��engt 282.6 ------ 282.4 ------ -------- --------- ------- ------------------------------ ----- _�ength 214.03 _h_ 21 4 -0-3-.rft ----'------- --'-- ------ ---------- .................. ..... ------ -------- ------- ---- -------- Dia 1.51 ft : 1 51 ft 282.2 ---- 11 --------------- -------- ------- ---------------------- I ------------ ------ ------------ ---------------- - - ------ 01 - - ------ 2 282 -r3 1 ---- Uwlclb-�- - - ------ Pipe - -------- -------------- e 279 1�'7-ft ------------------ ------- ---------- I ------------ I ------------ ------ ---------- e --------- ------- > 281.8 ---- ------ E�fw 1 4-w ft� ------ - -------- ------- ---------- --------------- L14 FIFWZFL-2 e-6.'s;-ft -------- : 281.6 ------- -------------- Lengtl:�'7�!-A:3-tt --------- ---- ------ ------------ ------------ ------------ 281.4 ---- ftm- -------- ------- ---------------- Dia J .51 tL ---------------- ------ ------------ -------- 281.2 ---- Up Invert 279.88 -------- Slope 0.01 Od ftM ------- ---------- -0- --- ------- ------ --------------- 281 ---- -------- Dn lbvert 279.56:ft --------- --- -------- p Invert- ------- ------------- ------------ DFilfic /��rt-275,20-ff ------------- 280.8 ---- ----------------- -------- ------- ---------- ----------- ----------- ------- --- 280.6 ------ -------- ------- ---------- ----------- j ------ ---------------- -------- --- 280.4- ---- -------- ------- 280.2 -------- ------- ----- ------------ ------------ ------------ -------- --- 280 -------- ------- --- ------------ -------------------- ------------ ------------ ------- --- ------ 279.8- -------- -------- 279.6 ----- --- --------- r --- -T -------- ------------ ---------- ------------ ------------ ------------ -------- --- 279 279.4 ---- -------- --------- r --- -7 -------- 279.2 ------ -------- L ---------- L ------ ---------- I I I 279 ---------------- -- --------- ------- ------------ ------------ ------------ ------------ ------------ ------------ ------------ ------------ 278.8 -------- --------------------- ------ --- ---------- : ------- T --------- - 278.6 - 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 1+00 1+05 1+10 1+15 SD A5 SD AG SD A7 287.10 284.67 283.64 275.20 276.91 279.07 4.25 1.41 3.06 280.70 1 281.10 1 282.18 Pipe - (57) Pipe - (96) 171.13 214.03 1.51 1.51 0.0100 0.0101 276.91 279.07 275.20 276.91 7.17 3.05 4.15 1.71 1.51 1.51 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ft/s): Max Depth (ft): SD A7 Structure -(116) 203.64 283.90 279.07 279.80 3.06 3.01 282.18 282.49 Pipe - (95) 14.04 1.01 0.0220 279.00 279.56 3.05 4.32 1.01 JC 289.5 --------------------------------------- ------------------------------------- ------- - �4 0 289 --------------------------------------- -------------------------------- u o 288.5 ---------------------- -------------- ------------------------------------- 288 ------- ------------ ----------------- -------------------- _1) 287.5 ------- ------------------------- Lu NVQ Fjp9- --- ------------- ------- LeOgth 229.95 ft 9 H 287 ------- ------------- :L)iq J .Q'L ft ------ --------------- ----- ---- S4e 0.0223 ftM 286.5 ---------------------------------- UPJhverl ?A.,; 001t ------ ------ ---- Dn Ih ert 279.88 ft 286 -------- ---------- -------------- ----------- - -- ---------- j ------ -.L - - �4 wcc-- ----------- ---------- T ----- 285.5 ------ a 14 285 ----- ----------- ------ ------ ------------------------ ---- H 'o 4} 284.5 ------- - -------- --------- -------------- ----- .2 T ----- 284 ------- ---------- -------------- Lu ---------- 283.5 ------ --------------------- -------- -------------- 283 -------- --------- --------- ------------- ------ 282.5 --------- - ----------- ---- -------- ------------- 282 -------- ------ ----- -------------- ------------- ----- -------- 281.5 ------ 0 ------- ------------ --------- -------------- 281 -------- --------- --------------------- 4* --------- ------------ 280.5 ------------------------------ ------------------------------ 280 ---------------- -------------- ------------ - 279.5 ---------- ------------- -------------- ----------------------------- ----- ----- 1+00 1+50 2+00 2+50 3+00 3+50 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ftfit): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (fUs): Max Depth Iftl: Structure - (11 G) Structure - (117) 283.90 287.32 279.88 285.00 3.01 1.31 292.49 285.45 Pipe - (91) 229.95 1.01 0.0223 285.00 279.88 2.41 4.15 0.73 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEEMICOM JC �� JACOBSON SSA Profile 5 291.5 291 290.5 290 289.5 289 288.5 288 287.5 287 286.5 286 285.5 285 284.5 284 283.5 a 283 282.5 w 282 281.5 281 280.5 280 279.5 279 278.5 278 277.5 277 276.5 276 275.5 275 274.5 274 Profile Plot Main Street Storm Sewer w'W w I I I4, I H r-----e-r��y----------r--------------*--------------------*-------r---- A y� -------------- 11------ ------- r-------------- I- ------- r-------------- I- ------- r-------------- ro`°'i---I---- N ____J_______L_______I_______1_______L______J_______1_______l__CQ_SdJ_______L_______I_______J_______L_______I_______ J_______ L------- I------- ____L____ T` ' A! 4 LO N I I I I I I I I , I I I I I I I I I V I I I I I I I I I I I I I I I I I I I I I M 06 }} I _----- Lr_ _________________�______________ _ I I IC I FG _________J_______L_______I_______1_______L______J_______1_______ H I I I I I I I I L__ _J_______1_______ I I I L______J_______ I I I I I I I I I I L______ ______J_______L______ ______J_ _L_______I___ _J_ --------------------------------- I ___L t______________ _______t_______I_______+_______t.___ ______ _______ ______ _______ _ ___ --- ____ ______________ _______ ______________ fink ID Pipp5 - (82) ____ ____ ----- ------ ------- Length 3.00 ft ---- Dia 0.�7 ft I I I I I I I I I I I opeI I I I I II I I I I L_____ I I ----- J------- L_______I------- 1_______I L______ JI_______ 1_______I L__ I I I I I I I I I I I I I JI_______ I 1_______I L______ I I I JI_______ L------ tr L______________JI _______ I L_______I_______ I I I I II IY GIL LJJ.VI I I I I I I I I I ____L I I t _____ I I r----- _____y_______t_______I_______+_______f ----- ______y_______+_______t__ I I I I I I I I I I I I I I I I i------- r-------I------- r------- r - - - - ---------r-------I y--------------- I I -------- -______y_______t______��-yL�-..�-�1 I I I I r------- r I I �7t5-i.i iki_______i_______i_______t_______I_______ I I 4`II ��V GPI J.V� �l I I I I I I I I I I I - - - - --------- r------- I -- - - - --------- r------- I -- - - - - - i------- r-------I------ ____ ____ ~ I --- -r - - -- -- - -- ----- -- - - - - ---------------- '- - - - - -- - - - -- - ------ - I --- - - - - - - -- - - - - - ------- - -- - --- - - - - --- - - - - - - ----- - - - I- -- -- --- - - - - -- I I I I I I I I I I I-------I- I I `I - - - - -ft------ -I ` I- I -- ----`--- I -- -- - - - - - -- - - -- =I ----- J rt2Z$1ft =------=------ =------- = -- _ -- -- -I -- - - - =I -- - - -- =I - - - - - -- --------- ----- Dn VP2752�ft ----t-------U_.------------------------ ------------------------- ----------- -- - I I I I I I ---- T ----- r,r-------'-------T-------r---------- I I I I I I I I I I L------------------ J------- 1------- L------ I I I I I I I I I I I I I I r-------I------- i-------r-------I-------r-------r------�-------r-------r------�- I I I I I I I I I I L_______I_______J_______L_______I_______1_______L______J_______1_______L______J_______1_______L______J_______L_______I_______J_______L_______I_______J_______ - - - - - -- I0 I J------- I I ------ I -------r- I I I I 1------- L------ I I I I r------- r I I I ,r,r,r ------------------------------------------------------ -------'------- I I I I I I I I I I I I I I I I I I J------- L------- -------J-------L------- -------J-------L------- -------J-------L---- I I I I I I I I I I I I I I I I I I ------ -------r-------I------- --------r-------I-------i-------r-------I-------i- I I I I I I I I I L_______I_______ I ,r -- - - - - - I I I I I I I I ----- - r ---- I I J_______ L 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (ofs): Max Vel (ftls): Max Depth (ft): Station (ft) SID A5 SID D1 SID D1A 287.10 287.62 287.96 275.20 278.17 283.81 4.25 7.94 3.48 280.70 282.84 284.06 Pipe - (57) (1 ) Pipe - (02) 43.00 63.00 1.51 0.67 0.0691 0.0762 278.17 283.81 275.20 279.01 3.03 1.08 2.16 4.22 1.51 0.46 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CBM �� JACOBSON SSA Profile 6 Profile Plot a} w Main Street Storm Sewer H , a.) q ,w H JJ 290 1 ----$''R7-OD -------'-----------'-----------'-----------'----------- --------- ----------- --------- --------- , , ---�---------- 2$9.5------ �_________I___________I___________I___________I__________J__________J__________J__________ � __w __�_____J__________J__________J__________J__________J__________1__________1__________1__________1_______ �, H ap 4.) co aJ 269 ____ __ ------- ,----------- ----------- ----------- ---------- ---------- I__________I__________ � _____--__________,__________,__________,__________,__________,__________,__________,__________,___ Fay I I F W JJ i W 288.5 ----� H-------,-----------,-----------,-----------, I I I "-0----- J----------J----------1----------1----------1----------1-- -{Sf-1--- I I I I I I I I gz� V CD N 268 --------------'-----------'-----------' - - - �- - ------------ - a ,+ -q ' ', a4 H - - a - - , - - - - - - - - - 'i kD - - - - - � as - A co aj , , , m m 287.5 ____ __________ __________'_ ______J_ ____- , I I I I I I I I I I I I QV QV I I I I O -H 2g7_H__________ ____ _____,___________,___________,___________,__________a_ , , , , 'c ''a ' ' __________+__________+__________+__________+__________+____ _________a__________ __ _______y__________a_____ , , 2gg__ ______________________________________________________________________________ _________ 286 __----- ,----------- ,-------------- _________,__________y__________y__________y__________ _______I-__________y___ _ __y_____ _____ __________ __________ __________ ___ _ 285.5 __ __________________________________ _ Link ID flipe (61 ) 285 __ ____I----------- I----------- I----------- I---------- a ---------- a ---------- a---------- ------- I- ---------- a_____ ________ __________ _____ __ _ Length�136.00 ft __ __________ __________ ___ ___ 284.5 --- - - - - - - - - ----------------------------------------------------- - - - - - - - - --Dia Q�7-# - - - ---------- - Slope 0,0100 ftM 284 ____ -------- ,----------- ,----------- ,----------- ,---------- a ---------- a ---------- a---------- _______ __________ _____ __________ __________ __________ __________ n ; I Pipe - (67j Up Inve 262 51 ft __________ __________ 283.5 ---- -----------------------------------------'--------- ;------------------------------ --- LILe gt+r 4. 2 ft; -------------------------DR4RVOr# 1-.1 #t ---------------------- --- --- - uJ Link ID Pipe - (68) bia 1 ft 283 ---- --------- ----------- ----------- ----- L-engW462.0&ft --------------- I -----------I---------- ---------------- .01 --a + + ----------------------------------------- + --------- --- --- - Slope 0.0102 ftM 282.5 - Dia t .01 ft - - - -' - - - ----------- --------------------------------pkr+,zert 2801 #t - , - - ,- - -, - - T - Slope 0..d100 ftift Dn Invert 280.28 A 282 ---- --------- '----------- '----------- '.28-ft--I-----------I-----------I----------------- ----------� - ----- ----------•---------•----------• Dn Invert 278.67 281.5 ____ _________i___________i___________i_____________________1_______ ________1__________ __________T---------- T---------- T---------- T__________T__________T___ 261 __--------------------------------- ,----------- ,---------- ___________________ __________-------------------- _---------- _---------- _____!____ _ ____ _________,___________,___________,_________ ______l---------- _---------- _---------- _---------- T---------- T-----" " 'T----------T---------- T280.5 " 280 ____ _________,_____ ___________ ---------- I-__________ __________ __________ __________---------- .---------- .---------- .---------- .____-____ _ 279.5 ____ ------ 1---------- 1---------- 1---------- 1---------- 1---------- l---------- T---------- T---------- T---------- T---------- T---------- T---------- T__________T___ , , , , , I , 278.5 ____ _________�___________�___________�___________� ______1__________1____ _1__ _1_______ _____ _______ _1_____ _l___ _T_ _T______ _T__ _T__ __ ____ ______ ________ ___ _______ _______ _T_______ _T___ _T_ _T_ __ ______ ________ 278 ______--__________,----------- ,----------- ,----------- ,------ __________ __________ __________ I I I I I __________ __________ __________ __________---------- _---------- I _---------- _---------- _______________ 277.5 �___1__________1__________1__________1__________1__________l__________T__________T__________T__________T__________T__________T__________T__________T___ � 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ftlft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): SD D1 SD D2 SD D3 SD D4 287.62 286.98 285.94 286.26 278.17 280.28 280.81 282.51 7.94 5.60 4.12 3.09 282.84 281.02 281.31 283.07 Pipe - (68) Pipe - (67) Pipe - (61 ) 162.00 51.42 136.00 1.01 1.01 0.67 0.0100 0.0102 0.0100 280.28 280.81 282.51 278.67 200.28 281.15 1.47 1.45 1.21 2.15 3.83 4.04 0.87 0.61 0.53 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM IJG JACOBSON SSA Profile 7 289.5 289 288.5 288 287.5 287 286.5 286 O 285.5 w 285 284.5 284 283.5 283 282.5 282 Node ID: Rim (ft): Invert (ft]: Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft]: Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Profile Plat JC Main Street Storm Sewer *--------- r-------- -r - - -- - - -r -------- - - - - ----- - - - - ---- - - - - --- - - - - - -- --- - - - - ----- - - - - ----- - - - - ----- - - - - ---- - - - - ---- - - - - ---- - - - - ---- - - - - ----- - - - - -- -- - - -- -�, ----- 4-1 u 11 " m �A QX !) N W 1D 1D I JJ [jl w S H }] Qs ip M {0 L17 i 0 ' ' ______•--------- •--------- L--------- L------------------ L--------- L--------- I---------- i---------I-_________ ccou J__________________•_________•_________a_________L_________L_________L _________L_______ N A H • N E' 00 }} • A r H: 0) N N m 1} •� S4 m . ' W ______J_________1_________L_________L_________L_________L_________L_________I__________'_________ J_________J_________ 'ZM ; W N Y4 _____J_________J_________J_________1_________1_________L_________L_________L _________L_______ N _AL_____'_________ }a -___ +-1J__ `. 9 H Q'D N __________'__________'__________'__________'_________ !_________ N !_________ !_ _______!_________!_________!_________i_________i_________i_________i_________'__________'__________ ______ __ ___________ _____ H 0) 4� Link ID Pipe - (19): N Y1 i i i i i ^� T--------- r--------- r_________r_________r_________r____________________ __1_________ 1_________ ______ i i i i i i i i --------- 1--------- T--------- T_________T_________r--------- r_________r_________r________ en ' ______ ____________ i 0 .r, q Dia 0.51 ft '4 F4 H Slop$ 0.0337 ftift; ---------� --- Lengtti 98.84 ft Dn Invert 284.77 ---- ------------------------- ---------I---------- -------- ----- -- ------ •- - - D�� D.fiZfk --I --I - ----- Slope a.0100 ftift Up Invert 284.61 ft ------------------------ Lint[ ICSPipe = CEI� (1j Dninr 3 63ft ; I I Bength 11 1.5$ ft ft 1--------- L--------- L--------- L_ ___L _Dia 0.67_ftl--------- _______ _______J_________J______---- ------ J_________J_________1_________1--------- 1--------- L--------- ______ Slope 0.0100 hAt Up Invert 283.�2 ft _____ -------- DrkrverF2$2F#t------- ---------------------------------- _______T_________r_________r_________r_________r________--- _______T_________r_________r_________r_________r_________r_________ __________�_________ I ----- r_________i_________ ___________________ _________ ______ _______ _______ _______ _______ ______________ _______ ______ _______ _________L_________L_________L_________L_________I__________1_________J_________J_________J_________J_________J_________1_________1_________1_________L_________L_________L_________L_________L_________1_________ _________ _________ _________ _________ _________ _________ _________ _________ _________ _________ _________ _______ _______ _______ ______________ _______ _______ _______ _______ _______ _______ _________---------- ______ _________ ______ --I--- 1____-____J__ 1__ I-- - 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 Station (ft) SD D4 SD D5 SD D8 Structure - (83) 286.26 287.22 287.24 287.09 282.51 283.62 284.61 285.60 3.09 2.93 1.96 1.70 283.07 284.09 284.82 285.75 Pipe - (81 ) (1 ) Pipe - (18) Pipe - (19) 111.59 98.84 24.65 0.67 0.67 0.51 0.0100 0.0100 0.0337 283.62 284.61 285.60 282.51 283.62 284.77 1.00 0.27 0.19 3.50 1.56 3.86 0.51 0.33 0.15 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSOHENGIHEERS.COM .., G JACOBSON SSA Profile 8 291 290.5 290 289.5 289 288.5 288 � 287.5 C r3 287 H] w 286.5 286 285.5 285 284.5 284 283.5 283 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (fUft): Up Invert (ft)-. Dn Invert (ft)-. Max Q (cfs): Max Vel (fkls): Max Depth (ft): ________ Oa� A N LA Ue -'� 00 5 .. H Op }} N S4 r- b ------ ------ -------------- ---- XL -H----- ------- ------ ------ ------ ------- --- --- ---- ------ - - - - -- 4� --- 4-4 � w ---'Lj L-(-- J- - - - - -- -- - - -- --- -- -1------J-------L------J-------r.l ----L---- Li} Lf} -- - fil C ---- - - - -'- - - ---� - -- - -- ------'- -- - - --,J °°-�-�---- w w m N Y4 ----- --�-- ----r----- -r--- -------I------ T------ I------- r------ I----- -�"'4-r---- 4 + 1 ' H ---- --- -�iFlk ID Pipe-{87j-; - -------�------fink ID Ppe -(901 1L------ J---- ---L---- Length 1�8.91 ft ;Length �2.16 ft ; Dia O A7 ft Dia 0i51 ft a -- - --- - ------ '- - -- - -� - lape 0 ftlft -- - -- ------'Slope 0.Qfl�55f_rfttft,------ ----- ---�---- Up Invert 285.10 ft Up Invert:285.34 I - - - -dn Invert 62 ft- r - - - Dn Invert:285.17 ft 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 SD D5 SD D8 Structure - (114) 287.22 289.42 287.95 283.62 285.10 285.34 2.93 3.65 2.11 284.09 285.29 285.56 Pipe - (87) Pipe - (90) 18.91 32.16 0.67 0.51 0.0779 0.0050 285.10 285.34 283.62 285.17 0.60 0.15 3.58 1.91 0.33 0.21 290.6 290.4 290.2 290 289.8 289.6 289.4 289.2 289 288.8 288.6 288.4 288.2 288 287.8 LD 287.6 Lu 287.4 287.2 287 286.8 286.6 286.4 286.2 286 285.8 285.6 285.4 285.2 285 284.8 Node ID: Rim (fk): Invert (fk): Min Pipe Cover (fk): Max HGL (ft)-. Link ID: Length (ft)-. Dia (ft)-. Slope (fkUk): Up Invert (ft)-. Dn Invert (ft)-. Max Q (cfs): Max Vel (fklsj: Max Depth (fk): 03'0 O YJ J�------1--------------------J----------1------------------ A ' N co i A N w ______T__________r_________1__________T__________r________. O rl r- '4 ------- ------- ----------------------------- ---------- --------' ------- ------- ------------------------------ --------- 14 --- ---' W V w - - - - - - - -- -a Oo H 06 }} ------- _______ - --------1 ________1__________L ---------- L---------J---------- _________J__________1_________ 1---- ---- H___. ------- _______ ------- ________T__________ --------*- r_________ 1__________ -Link ID Pipe- (8--------r T_________ -------- ______. ------- kength 51 .11 ;ft -- - -- --- - ---- --------r-Dfa 0I ft,---- - -- -------- ---- -' -- - -- --- - --- ---- - --------- ------' - - - - - _ _ Up Invert 285,4r3 ft Do Invert 285.17 ft 1+00 1+10 1+20 1+30 1+40 1+50 1 SD D8 Structure - (122) 289.42 288.06 285.10 285.43 3.65 2.12 285.29 285.92 Pipe - (98) 51.11 0.51 0.0050 285.43 285.17 0.45 2.50 0.42 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM JG JACOBSON SSA Profile 9 w 4-4 287 W w N G2 C} Od ' A ' m -i ' ' ' i 1p i i Pri W N 286 .8 r _ _ _ M r'_ a _ 4 _ _ _ _ _ ' _ _ _ _i_ _ _ _ _ _ r _ _ _ _ _ r _ _ _ _ _ r _ _ _ _ _ r _ _ _ _ � N � : A v, � 286.E A *---+- ao-�r im 287 ------'--------------------------- J------- � q- -'--------------L--`=fir - --- n, W w w O ,� .ri F4 A � H- � Lf} N 286.4 T---- �--�-----T-----�-----�-----------�------�-- �-- -r----r-----r-----r-----r---- ' ' H 96 N 0 }a 286.2 : O -ri G'i T---ia F4-F-F-�-----i-----�-----�-----�-----�-----------`��----------r-----r-----r-----r#--- rQ N ; 96 � 286.5 ------'--------------=------------!-------- i i -------------------_------ i i 286 i i !__________!_____i----_i------------------------'--H A �f'1} 285.8 i_______i_____i_____i_____i_____i_____;_______;______;____________________ 286 _ _ _ _ _ _'_ _ _ _ _ _ _ _ _ _ _ _ _ _ ' _ r-------------�---- _ _ _ _ _ _ _ _ _ _ _ _ ----r----------- 2$.6 1 _ _ _ _ _ _ _ J _ _ _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ _�_ _'� H � _____________ _ L _ _ _ _ _ L _ _ _ _ _ L _L_ Q _ _ _ 285.4 ____ ___ �_____ �_____ ------ ------ -------------- ------------------------ -----�-W A - N � ka 285.5 ------'-------------- ' ------ -----------------r-- ----- 285.2 .____ ___�_____�_____�_____�_____ _____ ________ '-------- __________ _____ _____ _ ___ 285 *---- ---�----*-----4---------------�---- -'- - --- - -- -- �;- - 286 ----- 284.8 *-------------�---- ---------- ---�------'-- '------'------ --- -----�-- -- ---- 284.E --- -- ;----;---- ;----;---- ;----- ------------------- --- - -- - - - -- - 284.5 -------------------- ------------ ;------- ---- ----- 284.4 --- -- I------ ---- ----- ---- ----- ------------- ----- --- - -- - - -- - o 0 284 T---- ------T-----� ---- ---- ----- ------------------- Link ID I?i e - r -- -- - r- r-- - �284 ------'--------------�------------�------- ---'--------------�-- --- � � Length 49.51 ft' uJ „N 283.8 --------!-----!-----!----------------- 1 ------- ---- 1 - -- 15ia ¢.87- f1 - - - - - --- - uJ 283.6 --- -- --------LInk1D1}i' C� - 283.5 ---- --- ------ ----------------------- i°° ---;--------------�-- 4inkIDPipe-(34) -- 283.4 1_______J_____J____4-h-7�}.44-#J_____J______I__ _____µy#y#f}„'µ____L_ Imo,'' ��}}pp��}} ��,,{{ {{}} L____ Li IP Pipe - (34) (1 ) : r °d Length 13.08 ft : Length 8.58 ft 283.2 ___ ___J_____J_ 1 ----; Dia 0.7 ft -- J----- _____�__ J- ---- [fin Inver 281 _9 ft- ' __L_ L____ 283 _ N --- -' t5ial.01 ft-----;------- - - - - - - _ _ _ _ _ {� �_.g { _ _ _ _ _ _ I Slope 0.0647 ftlft Slope 0.0098 ftM i 283 •---- ------�---- ----�---- �- Up;lnvert 781 .93 ------------ ----- - -- - Slope 0.0195 ftlit Up Invert 281.22 ft 282.8 Di7;IrWerr T. 1----- ;------;- ---- ----- 282.5 ----c --------LJP-IDY0LL2$'L � ---'------- -- L-- Invert 281.14 ft' ----- 282.6 *----------------- - ----------- ----�---- - ----- H Dn Invert 280.88 ftii 282.4 ;---- --------------,- 282 ------------------ ----- 282.2 T --- 1 281.5 ____ _____ 281.8 T____ ____l________________________r_____r_____r_____r____ - - 281.E i____ ------ 281.4 i --- -- i----i---- i----i-------- 281 .2 1 _ _ _ _ _ _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ J _ _ _ _ _ __ _ _ _ _ __ _ _ _ _ __ _ _ _ _ _ L _ _ _ _ _ L _ _ _ _ _ L- _ _ L _ _ _ _ 280.5 ' ' -------------------- ------------------------------------r----------- ' ' 281 _ _ _ _ _ _�_ _ _ _ _ _�_ _ _ _ _ _�_ _ _ _ _ _ 280.8 •-----•---------------- ------------- ------'------'------'- 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2 1+00 1+05 1+10 1+15 1+20 0+90 Node ID: Rim (fk): Invert (fk): Min Pipe Cover (ft): Max HGL (fk): Link ID: Length (fk): Dia (ft)-. Slope (fkifk): Up Invert (fk): Dn Invert (ft)-. Max Q (cfs): Max Vel (fkls): Max Depth (fk): SD A3 SD F1 SD F2 286.33 285.79 280.88 281.14 281.22 4.18 3.55 280.88 281.77 282.10 Pipe - (34) (1 ) Pipe - (34) 13.08 8.58 1.01 1.01 0.0195 0.0098 281.14 281.22 280.88 281.14 2.18 2.18 5.08 3.41 0.53 0.75 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (Vs): Max Depth (ft)-. SD F2 SD F3 SD F4 285.79 285.23 284.58 281.22 281.93 282.42 3.55 2.64 1.50 282.10 282.46 282.72 Pipe - (5) Pipe - (4) 76.44 49.51 0.67 0.67 0.0047 0.0099 281.93 282.42 281.57 281.93 0.71 0.54 2.49 2.40 0.53 0.41 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM JG JACOBSON SSA Profile 10 287 286.8 286.6 286.4 286.2 286 285.8 285.6 285.4 285.2 285 284.8 284.6 284.4 �E 284.2 264 > 283.8 u' 283.6 283.4 283.2 283 282.8 282.6 282.4 282.2 282 281.8 281.6 281.4 281.2 281 280.8 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ftlft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): N:}} N F.,w N 1 1 1 1 1 1 ---LQ-r=-O----r------ 44 N y4 I I �. 'w U) I I I I I W H I I I I ' [9 Qb I I I I I I AID +)' --------------H EC. -#----i---------------------- y-L!-----. I I (11 (V I I 4 ri '. F4+-I---- LQ V W ' N I I I H co a.} I -- ---- ----- ---- --- ------ -------` ----- Ti N I ----- 4ength 34.�8 ft --- -- Link ID Pipe - 6j ---- ------ i --------t------ ;-- -- ------ -------L&L 20.E 1t----------st--- 0 --- ------ 9-OrFft-;------ ----- Rar+vsrtQ3 :20#-- -----SlopeL401-00hft---- ---- JAlrl erf 20JA6A----:------ _ _ _Up Irly_@rt 28�_2 ft - - _ Dn Ir7vert 281.22 ft -----,------ ----T- --- I I I I - - - - -i- - - - - - - - L - - - - - - - J - - - - - - - -'- - - - - - - - 1 - - - - - - - J - - - - - - - - - - 1 - - - - - I I I I I _I_ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ J _ _ _ _ _ _ _ _I_ _ _ _ _ _ _ _ J _ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ 1 _ _ _ _ _ . 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 SD F2 SD G1 SD G1A 285.79 285.18 284.49 281.22 281.52 282.20 3.55 2.65 1.62 282.10 1 282.24 1 282.55 Pipe - (6) Pipe - (3) 29.64 34.38 1.01 0.67 0.0100 0.0099 281.52 282.20 281.22 281.86 1.46 0.52 2.21 3.06 0.80 0.35 4 w 286.2------- '1 I ij N �'t'-- I � I I I ------ '---------- �- --'- I I I I I I I [� Z3 - I I I 286 'co H ----�* i- ----- I ,----------�-----------'-----------r----------r-w-r-r�o---*----------�---- I g V N 285.8 N A'� _____J� T_J�______J__________J___________I___________L__________ N y4 I I I N I I I I L_ LO ___;__________J____ H OJ 17 N N N S4 IV qi 285.2 I I I I _________-------- J----------- ----- ______I----------- L__________ L__ __----- 1---------- J____ 285 ______ ._____---------- ___________,___________ ____________________,____ 284.8 ----- 284.E ________---------- ----------- I___________-__________�_ 284.4 ------.-------------------------------- '----------- ----------- � 284.2 ______.________J__________J___________I------------ I I I I I I L----------- L_ ----- ;__________J____ 284 ------'--------"---------------------- '----------------------- -----*----------"---- � I I I inklD Pipe=$ I - I I I -----------T; 283.8 ------ -------------------- -------- Length 53.11 ft ---------- ---- r- ----- > 283.6 ______ .________J__________J--- ft___________L__________L_ ----- 1__________J____ w Slope 0.0100:ftM 283.4 --------------"---------- �----'-- -- ------------- ----*----------"---- (Jp Invert 282.�5 ft I I I I 283.2 ------ ------- I-----------Prikiver#-52#�-------,-----------=- ----- ;---------- ',---- 283 ------ ---------- I- ----------- ------ ------------ 282.8-------- --------- ------------ ------ 282.E ----- ---- 282.4 ----- 282.2 ----- 282 -------- ____1__________J____ 281.8 -------- _I___________ 281.E -------- ---------- ----------- '----------- '_____ I 281.4 ___________________---------- I -___________I------------- 281.2 _______T__________T__________-___________I____ 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 Node ID: Rim (ft): Invert (ft): Min Ripe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): SD G1 SD G2 285.18 285.14 281.52 282.05 2.65 2.07 282.24 282.39 Pipe - (58) 53.11 1.01 0.0100 282.05 281.52 0.96 2.39 0.52 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSONENGINEERS.COM JG JACOBSON SSA Profile 11 w w 4-1 9P U` u-y W i i i i i i CM 11 V 0 w w 288:ypp .6 _____f_________r_________r_________i__________i__________i_________y_________y_________y_________y_________y_�___ :}pT :} LVf .L _ __ -- -- 1 J__________L_________J__________ - -- -- -- --- - I-______ 288.4 -----L---------'----------'----------'----------'----------'---------=---------=---------------------------� 1 w N 288.2 i287 _________________-_________ _______________ �5 _____u w� ______+_________y__________�_________a______ ; 288 287.8 - ---' r---------r---------r---------�- _____L_________�--------- -- -- -- -- -- --' -- -- - �,------------------------------------�r-,-� L--------- ---------- ---------- _________J_________J_________J_________J______� H� n, W -- �___ 286.8 ----- ' q-rr za- "� °° °w° -- -- -------------------r-------- ------- � ►!- --- m a 4 rl �, H 286.g _____�-________;_________I-__________-I_________I-_____ ______ 267.6 _____r_________r_________r_________�_ _____________+u______--_________--_________--_________-_________--_____ H 14 -----� ---------'-------In_ -----J--------- J--------- J--------- J--------- J----- N w 287.2 _______________--_________-_________,__________,_______ ________a_________ _____ _____ 286.2 ___ 1_________J__________L_________ __ _______ 287 ________ ___________________________________________ }} -___________________________- _______ ______ _____ 288 ----------------- ------ --------------- - --- ------- 286.8 ----- _________ _________-I__________________ --- ______µ �_�,______II_________ _________�_ ______�______ _____ 286.6 N , 1] Lr} ---{9r++------- r--------- iV is r-------------------------- - -----------------i-- ---i---------i------ ----- 285.8 -------------- ------- 286.4 --- ------;-------------------'----------'- LQ Ili co -- --� P -H -- --- -- - ------------------ ------ ----- 285.6 --- - - ' - - - - --- - -- --- -- -- --- -- --- -- --- 286.2 -----rJ-- -- r---------r--------- ------------------------------,-------,---------,-- -- -- ,- -- ---- 266 H96 i i i i i p 285.4 _____ ________ T---------1----------r--------------- _______ i _____ �_�______L_________L_________�___________________�____ ___J_________J_________J_________J______ _____ 285.8 --- o-----�- -- -- �- -- -- -;- --- - --- I- ------------I------------------{-----------a------ ---- 285.2 --- -________1_________J__________L_________J_____ _______ 285.6 ---0- ---------------- --------- '--------I---------------------Lirrk�D_Pip�= (�#----- -- -- -- - -- E285.4 --------------�------ ---------------------------------LKMn 49, 6Tt---------- y 285 ------------- :--------- I- ---------- -------- ----- ------- .0 285.2 - --- ------ r---------r-------------------------- -------- ,------- Dia 0.67 ft --,-- -- -- �------ - o 264.E ----- - --- --i ---------I--------- --------------- ------- 285 - -------- �- -- -- �- -- -- -- -- -- -- -- -- -- -- -� -- -- Slope 0.0200 fw-------- -------- --�-- -- -- -- - Link D Pipe - 55 ; Q Q U I vent 283.88fit ;- rl � � 284 8 _ � ----- - --- --• -- --- --- te7�gth23-50if�---------;-- ------- w 284.8 -----------r---------r-------------------- ------- ---------------Dnlrlveri�SZ.89',fk-------- Linkl Pipe__55j; 1 ;------ ----- w '�aD.�Zft- 284.6 - --------- L----- -------'---------------�------ ----- ;--------- ; ------ ----- 284.4 ----- - T -------- --------- --- ------- Slope 0.0150ftlft ; 284.4 ---------------Lenth48.98#-_____----- Dia 1 .01 ft 284.2 ------------- ------Up7 ?ert 283.24 ft-------- - --- -- - --- 284.2 -----------�---------'----------'----------'------- --------I---------I---------' Sl*e 0.0100 ftXft ---- 284 -----------------------------r---------,----- � Dn Irivert 282.89 it -I------------- 284 ------------- ---------------- -- ----- 283.8 ------------------Dn�nV PC282.0 ft--------;---- -- -------I -- ,- -- 283.8 -------------;---------;----------' ;------- 283.6 --- --------- - --------I --- ------' ----------'------- 283.2 1 -----------�- -J---------J---------J---------J----- 283.4 ----- ------- 283 ___ 262.E _ _ _ _____ ---------- III --------- _----- 282.8 - - 282.4 ___ ±700 _____________________________________________________________________ 282.8 __________----------- J---------- L--------- J----- --- _______ 282.2 ___ ___-_ ' I ---- ------ 282 i i 261.E 282.4 --- -- -- --- --r -- - -- -i -- -- -r - -- -- i- - -- 281.6 -----r---------r---------r--------- -------------------- -- -- --- -- ---- -- ---- -- -- - -- -- - 282.2 ------------- - ------ 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 1+00 1+05 1+10 1+15 1+20 1+25 Node ID: Rim (ft): Inverk (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (fklft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (fkls): Max Depth (ft): SID G2 SID G3 SID G4 285.14 285.87 287.23 282.05 282.54 283.88 2.07 2.31 2.69 282.39 1 282.81 1 283.94 Pipe - (55) (1 ) Pipe - (56) 48.98 49.46 1.01 0.67 0.0100 0.0200 282.54 283.88 282.05 282.89 0.49 0.03 2.44 1.92 0.30 0.06 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (fklfk): Up Invert (ft): Dn Invert (ft): Max Q (cfs): M ax Vel (ftls): Max Depth (ft): SD G3 SD G2A 285.87 286.24 282.54 283.24 2.31 2.33 282.81 283.36 Pipe - (55) 23.50 0.67 0.0150 283.24 282.89 0.09 2.32 0.11 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CBM JG JACOBSON SSA Profile 12 290 289.5 289 288.5 286 287.5 287 286.5 286 285.5 285 284.5 284 283.5 �°0 283 282.5 w 282 281.5 281 280.5 280 279.5 279 278.5 278 277.5 277 276.5 276 Node ID: Rim (fk): Invert (fk): Min Pipe Cover (fk): Max HGL (fk): Link ID: Length (ft): Dia (fk): Slope (ftlft): Up Invert (fk): Dn Invert (fk): Max Q (cfs): Max Vel (fkls): Max Depth (fk): JC Profile Plot o O w Main Skreek Storm Sewer w w+)' d' +} O i pq w i+i 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 Rl w 01 4 ---------- ,--------- --------- --------- .--------- .______________._________,_________,_________ _ ram____ ____________________________ _________ _________ _________ _ ____ __ _ A ❑' O' 12 4 co : W 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L_________L_________l--------- l---------- ______________---- J--------- J---------J---------J_________J__________________1_________L_________L____________________________________________J_________J_________J_________J________1_ 1 1 1 1 1 1 1 1 ' lV 1 1 1 1 1 1 1 1 U 0 � 1 1 1 1 1 1 1 1 1 1 A 1D 1 1 1 H co L] 1 1 1 1 1 1 1 w H Op N }.i -----�---------r---------r---------r ---------r ---------'--------- --- �---------�---------1---------1----- �}- 1---------r---------r---------r---------r---------�---�----r---------r---------r--------�---------�---------1---------1-�' -r- m y1 # C ,4 C6 H F4 H co 0 Co 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 __________ _________J---------J---------J---------J--------J---------1---------1_________L_________L_________l________l_________�__________�_________J---------J---------J---------J-- J- 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 F~ H 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 PG 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 __________---------J---------J---------J---- - -J-----J--------1------------------L---------L--------1___________________---------J---------J---------J---------J- ----J- 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -----r---------r---------r---------r---------r ---------r --------�--------- - - ----1---------1--- --1--------- --------r---------r---------r--------r---------r---------r--------�---------�---------1---------1- ----r- Link ID Pipe : (84) 1 Length 71.�8 ft _________L_________l_________l _________1__________1__ ____,_-------J---------J---------J-----J---------1----------------L---------L------ ______l _________1__________1___ J---------J---------J- ----J- Link ID Pi (861 +' ------ --- 1 --] ---- Slop@ O,d141 Rift-- r,W r---------r ---------r ---------1- 1 - �---------�---------1---------1--- 1---------r---------r----- r---------r-- --r ---------r- 1 � -----------1---------1- --r- Ler;g 55. ft vert ft inkID_ e�(36��-----___-�- pin 28 .56 W re r9 -�- ------ --------------------- -- aalo 1 1 1 1 1 1 1 1 1 1 � I--pnlneert 787-.SSTt----",---------�------- ngth 95;66 ft Slc d d1 dd ft -ram k`----------------- __l ______ _1_ J J---------J---------J-----J---------1-------- _____________-L------------ 1--------- 1---------- --------- J--------- J------- --J----- ----J- r C Uia r.51 Fkii11 fFi.LL ; I Ip Invert 280.56t 1 1 ' 1 ________1_JI _d 1U I�A LLLL____1_________l_________l_________l___ __l--------- T_____ U 80 ______r________--- __________ ________T_ H L -- Uri m e?t 2 �4 ,Up Invert 2W.d0 ft ■ m------------------------I---------- ---------- IDnfnverf2 ��t____ ,--------- - 1 1 1 1 1 1 1 1 1 1 1 -7 : ---------- ---------- --------- I ---------- I ---------- I ---------- I ---------- 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --- 1--------�---------�---------1---------1-------1---------r---------r---------r---------r---------r---------r---------r---------r-------- --------- ---------1---------1---------r- 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 ___ _______L_________1 l_________1 l_________1__________1_________J1 ---------J1 ---------J1 ---------J1 ---------J1 ---------1---------1---------L---------L---------1 1_________1 l____________________________J1 ---------J1 ---------J1 ---------J1 ---------J- 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+3C Station (fk) SD 133 SD 84 SD 85 Structure - (100) 286.84 287.01 286.70 277.06 280.00 280.56 282.56 5.33 4.95 3.63 281.65 286.70 201.92 283.00 Pipe - (36) Pipe - (86) Pipe - (84) 95.66 55.93 71.68 1.51 1.51 0.51 0.0100 0.0100 0.0141 280.00 280.56 282.56 279.04 280.00 281.55 6.35 3.91 0.66 3.86 3.64 3.79 1.51 1.43 0.41 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CBM �� JACOBSON SSA Profile 13 288.5 288 287.5 287 286.5 286 285.E _ 285 0 284.5 w 284 283.5 283 282.5 282 281.5 281 280.5 280 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (fk): Link ID: Length (fk): Dia (fk): Slope (fklfk): Up Invert (fk): D n Invert (fk): Max Q (cfs): Max Vel (fkls): Max Depth (fk): 43 w Profile Plat Main Street Storm Sewer U) , y} p W w Lf] 'H O , , , , Le E)- I__L______,______J______L______J______L______,______J______1______l_____J______1______l_____J______1______l_____J______1______L____________J______ :41 , L____________J______ L__�_______ HH ' N � +} +� co CO 1} Ai co M '� Ori fh G,' LQ {'''} KO kV w U2, N N 7 F4 H _____ A , C �___ SR____'_____ N ,}a CO , N ______�______�______r_� al (LI11 d�____i______r 'VG 06 o-,, rFr4i _H � _______ A � LF1 r____________�______r____________i___p' �� ____ ____r_______r ___ ___ ______ ______ _________ O •H [ , L J----- L t ink ID Pipe - (21 j ----'------J------L- ----- ------ ------ ----- ------ ------ ---- ------ ---1h - --- --------------- ------ ---- 'Length1 .09 ft ' ------ Dia 0;67 ft ____------ L------ ,------J______L_ _,______ J______L---- ----- J------ J------ L----- J______1------- L----- J______ trope_0.1i ------ 1------- L------ ------J______L------ ------J_____ Up Invert 83.58 ----;------;------'------;- -;------' -----',------;------ ----- ------ ----------------- Inve 1-�9 #� --------------------------------- ------------------ {fin rt �8 --------- Link ID Pipe - (3F ) Link ID Pipe - (BS) , Length 16.31 h r LrSgkfl-23.01 ft ---r- r Dia 1 Al if ' ----- ,------ T------r ,------ •------r- ------ Did 1.01 ft Slope Q.0098 f ffl Slope 6100 ft Op16vdR 1-.44 if -------------------------;----- ---,-------------r-- --------- ---------------- r Up Invert 281.28 ft Dn Invert 281.28 ft ---- .�Ir�vert261.05ft .- ______LJ______1______L_____J______1______L_____J______1______L - ------------r------r-----�------r------r-----I------r------r-----�------T------r-----I------T------r-----I------T------r-----n------T------r------r-----�------r------r-----I------r------r---- '-I----------------------------�---- ---•--___------- ------ ,------ J______L------ ,------J______L ------ ,_____ 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 Station (ft) SD 135 SID 136 SD B7 SD FA 207.01 286.35 285.60 286.28 280.56 281.28 281.44 283.58 4.95 4.05 3.14 2.03 281.92 282.11 282.31 283.77 Pipe - (85) Pipe - (35) Pipe - (21 ) 23.01 16.31 91.09 1.01 1.01 0.67 0.0100 0.0098 0.0197 281.28 281.44 283.58 281.05 281.28 281.79 1.97 1.97 0.32 2.86 2.73 3.09 0.81 0.85 0.35 JC 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 JACOBSGNENGINEERS.CBM JG JACOBSON SSA Profile 14 288 287.8 287.6 287.4 287.2 287 286.8 286.6 286.4 286.2 286 285.8 285.6 285.4 285.2 265 284.8 284.6 284.4 w 284.2 284 283.8 283.6 283.4 283.2 283 282.8 282.6 282.4 282.2 282 281.8 281.6 281.4 281.2 281 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ftlft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Profile Plot JC Main Street Storm Sewer ra w D i i i i i CR r--3>- I--------r r-------i--------r N 06 ______ 1J iEY- r-----07 5P N 1 i I i i i 1 ao-----r -------r-------i--------r r-------r-------�--------r-------r-------i--------r -------r-------i----P-o r-------r-------�--------r-------r-------d7'F*Y'-- ' aJ _____J-------J--------'---------------J--------'--ri _-------J-----g ______1-------L------_J----------------`-------J-------J--------1J-------J----------------L-------J---- -ley_ ------- 1------- J-------- -------- L_______ *------- ---------------- ------- ---------- --------*------- -�'-----�------- ------- ---------------- ------- ------- -------- ------- ------- ---------------- ------- -cj- zn;m--i--- --------'--------� ------- J--------'--�- -------- ----- ¢- ------------- ------------ Q C N HC' `�i H i ''_______'________r_______r_______i________;________r_______i m }�__ N_y.4___________�________r_______i-------- ____ ___r___ _r_____ _______ r_______ r_______ i________�_____ ------ -------- r_______r_______I________;________r_______ p, ________L_______J____ ___ __l_______1_____ ------- l_______L_______J________________L_______1_______J________l ___________________ ______ J-------- l------- 1_______J________�________L_______J_______ 1 i {{ '_H __ ______ ___ _____ ___ _____ _____ _____ ______ _____ _____ _____ ______ _____ _____ ______ _____ _____ __ ______ _____ _____ ____ ___ __--------------- ------- I-_______* ------- *-------- -------- *---------------- ________ _______ _______ ________________ _______ ____ ________ _______ _______ ________________ _______ Link ID Pipe - (72) ____ en ----- Ir ------- 1------- `------- J-------- --------- `-------J-------J--------1_______J-------J----------------L-------J---- Link ID Pips (71� ________1-------L---------------L--- ____ I -= - Length 1 g8.75 ft lope�i.� 1 �ttFt d --- -----J---------- -------'--------J------- --- - ------- - - - - -- -------'--------'--------'----------------------------- -- --- - - ---- - - - - ---- - - - - ------- - -- - -- Dia 0.$7 ft ------------------------------- ---- ----- ---------------*---------------------- ------ Slope 0.070 Rift In a 3.;1 rt�8 ft ; p nve ---------- I--------'--------- `------- J--------'-- --`------- • ----- inl� ID Pipe - (20) (2) ------- `------- `------- J--------'--------- `------- bn-InverC2k32.34-tt--L------- �------- ;-------- ;-------- -------;---- --------L ------- I ------ ---- en h 24,19 ft is i----------- r r-- r r --- ------------ Diai ft------------- p E 0 J7r7ftm ------- -I ------- -I------------------------I ----- ------ Slopef.00a"F4tN---;--------; �1d tfY'S+x:r�- .34 #t r_______r_______i________�_ _ ____r _�_______ ______ _________ ; ------- Upinuer# 1-.994t--;--------; -0�Irrrer# 47# --------------- I- -----------------; ------ ;--------;-------- -------- ---- ____ ____ ----- I- ------- DpJoved 241_44A 1-------- r-- - - - - -* ----------------�-------1-------4---------�-------*-------4-----------------�-------1------- _____J________'________L_______J____ ________l_______J-------J--------'--------L-------J-------J--------1_______L-------J----------------L-------J------- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �______-_______1-------J--------1_______L-------J--------'--------�_______1-------J--------1_______1-------J--------'--------L-------J-------J--------1_______1-------J--------'--------L-------J------- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r------------------------- r_______i________-________r------- r------- I________r_______r_______i________-________r------- r------- I -------- r------- r------- i----------------- r_______i_______-________r------- r------------------------- r_______i_______ 1 1 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 3+60 3+70 3+80 3+9( Station (ft) SD B7 SD BS Structure - (87) SD B9 SD B10 285.60 286.28 286.56 286.16 285.94 281.44 281.83 282.34 283.31 283.76 3.14 3.44 3.56 2.18 1.51 282.31 282.37 282.80 283.67 283.87 Pipe - (20) (2) (1) Pipe - (20) (2) Pipe - (71) Pipe - (72) 54.98 24.19 138.75 63.72 1.01 0.67 0.67 0.67 0.0071 0.0070 0.0070 0.0071 281.03 202.34 283.31 203.76 281.44 282.17 202.34 283.31 1.01 0.67 0.61 0.06 1.82 2.92 2.76 0.56 0.71 0.42 0.40 0.23 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426,2600 1 JACOBSONENGINEERS.COM .Jr. JACOBSON TABLE 3: PIPE ANALYSIS SIN Element ID Pipe Name From (Inlet) Node To (Outlet) Node Length (ft) Inlet Invert Elevation (ft) Outlet Invert Elevation (ft) Total Drop (ft) Average Slope N Pipe Diameter or Height (inches) Manning's Roughness (n) Entrance Losses Exit/Bend Losses Peak Flow nl (Q) (cfs) Time of Peak Flow Occurrence (days hh:mm) Max Flow Velocity M (ft/sec) Travel Time (min) Design Flow Capacity (cfs) Max Flow / Design Flow Ratio Max Flow Depth / Total Depth Ratio Total Time Surcharged (min) Max Flow Depth (ft) Reported Condition 1 Pipe - (1) SD C4 SD C3 126.5 282.05 280.77 1.28 1.01 8 0.0120 0.50 0.80 0.36 0 00:08 1.52 1.39 1.32 0.27 0.71 0.00 0.47 Calculated 2 Pipe - (100) Structure - (126) Structure - (127) 2.8 284.08 284.06 0.02 0.71 6 0.0120 0.60 0.60 0.54 0 00:06 2.72 0.02 0.54 0.99 1.00 2.00 0.51 SURCHARGED 3 1 Pipe - (101) 1 Structure - (127) SD D1A 18.9 1 284.06 283.97 1 0.09 0.48 1 6 0.0120 1 0.60 1 0.60 0.48 1 0 00:07 2.59 1 0.12 0.44 1 1.08 0.84 1 0.00 0.43 1 > CAPACITY 4 Pipe - (103) SD C2 SD Cl 5.5 280.51 280.48 0.03 0.55 8 0.0120 0.90 0.50 1.70 0 00:07 4.96 0.02 0.97 1.75 1.00 4.00 0.67 SURCHARGED 5 Pipe - (105) Structure - (132) Structure - (133) 56.0 285.21 284.87 0.34 0.60 6 0.0120 0.50 0.60 0.15 0 00:06 2.65 0.35 0.50 0.31 0.33 0.00 0.17 Calculated 6 Pipe - (106) Structure - (133) SD AS 52.2 284.87 282.34 2.53 4.85 6 0.0120 0.60 1.00 0.15 0 00:07 4.32 0.20 1.41 0.11 0.23 0.00 0.12 Calculated 7 Pipe - (14) SD AS SD A4 114.1 275.20 274.06 1.14 1.00 18 0.0120 1.00 0.50 14.44 0 00:00 8.16 0.23 11.49 1.26 1.00 1439.00 1.51 SURCHARGED 8 Pipe - (18) SD D6 SD D5 98.8 284.61 283.62 0.99 1.00 8 0.0120 0.80 0.60 0.27 0 00:06 1.56 1.06 1.31 0.20 0.50 0.00 0.33 Calculated 9 Pipe -(19) Structure - (83) SD D6 24.7 285.60 284.77 0.83 3.37 6 0.0120 0.50 0.80 0.19 0 00:06 3.86 0.11 1.18 0.16 0.29 0.00 0.15 Calculated 10 Pipe - (20) (2) Structure - (87) SD B8 24.2 282.34 282.17 0.17 0.70 8 0.0120 0.50 0.50 0.67 0 00:07 2.92 0.14 1.10 0.61 0.63 0.00 0.42 Calculated 111 Pipe - (20) (2) (1) 1 SD B8 SD B7 55.0 1 281.83 281.44 1 0.39 0.71 1 12 0.0120 1 0.50 0.70 1.01 1 0 00:07 1.82 1 0.50 3.36 0.30 0.70 0.00 0.71 1 Calculated 12 Pipe - (21) SD 137A SD B7 91.1 283.58 281.79 1.79 1.97 8 0.0120 0.50 0.70 0.32 0 00:06 3.09 0.49 1.84 0.17 0.52 0.00 0.35 Calculated 13 Pipe - (3) SD G1A SD G1 34.4 282.20 281.86 0.34 0.99 8 0.0120 0.50 0.80 0.52 0 00:06 3.06 0.19 1.30 0.40 0.53 0.00 0.35 Calculated 14 Pipe - (34) SD F2 SD FS 8.6 281.22 281.14 0.08 0.98 12 0.0120 0.90 0.50 2.18 0 00:07 3.41 0.04 3.94 0.55 0.74 0.00 0.75 Calculated 15 Pipe - (34) (1) SD Fl SD A3 13.1 281.14 280.88 0.26 1.95 12 0.0120 0.50 0.50 2.18 0 00:07 5.08 0.04 5.58 0.39 0.53 0.00 0.53 Calculated 16 Pipe - (35) SD B7 SD B6 16.3 281.44 281.28 0.16 0.98 12 0.0120 0.70 0.60 1.97 0 00:07 2.73 0.10 3.95 0.50 0.84 0.00 0.85 Calculated 17 Pipe - (36) SD B4 SD B3 95.7 280.00 279.04 0.96 1.00 18 0.0120 0.60 0.50 6.35 0 00:00 3.86 0.41 11.52 0.55 1.00 1439.00 1.51 SURCHARGED 18 Pipe - (4) SD F4 SD F3 49.5 282.42 281.93 0.49 0.99 8 0.0120 0.50 0.50 0.54 0 00:06 2.40 0.34 1.31 0.41 0.62 0.00 0.41 Calculated 191 Pipe - (5) 1 SD F3 SD F2 76.4 1 281.93 281.57 0.36 0.47 8 0.0120 0.50 0.90 0.71 0 00:06 2.49 0.51 0.90 0.79 0.79 0.00 0.53 Calculated 20 Pipe - (53) SD E3 SD E2 117.8 281.86 280.96 0.90 0.76 8 0.0120 0.80 0.60 0.58 0 00:09 2.29 0.86 1.15 0.50 0.96 0.00 0.64 Calculated 21 Pipe - (55) SD G3A SD G3 23.5 283.24 282.89 0.35 1.50 8 0.0120 0.50 0.80 0.09 0 00:06 2.32 0.17 1.61 0.06 0.17 0.00 0.11 Calculated 22 Pipe - (55) (1) SD G3 SD G2 49.0 282.54 282.05 0.49 1.00 12 0.0120 0.80 0.60 0.49 0 00:06 2.44 0.33 3.99 0.12 0.30 0.00 0.30 Calculated 23 Pipe - (56) SD G4 SD G3 49.5 283.88 282.89 0.99 2.00 8 0.0120 0.50 0.80 0.03 0 00:06 1.92 0.43 1.86 0.02 0.09 0.00 0.06 Calculated 24 Pipe - (57) SD A6 SD AS 171.1 276.91 275.20 1.71 1.00 18 0.0120 1.00 1.00 7.19 0 00:02 4.16 0.69 11.49 0.63 1.00 1438.00 1.51 SURCHARGED 25 Pipe - (57) (1) SD Dl SD AS 43.0 278.17 275.20 2.97 6.91 18 0.0120 0.80 1.00 2.99 0 00:01 2.13 0.34 30.22 0.10 1.00 1437.00 1.51 SURCHARGED 26 Pipe - (58) SD G2 SD GI 53.1 282.05 281.52 0.53 1.00 12 0.0120 0.60 0.80 0.96 0 00:06 2.39 0.37 4.00 0.24 0.52 0.00 0.52 Calculated 271 Pipe - (6) 1 SD Gl SD F2 29.6 281.52 281.22 0.30 1.00 12 0.0120 1 0.80 0.90 1 1.46 0 00:07 1 2.21 0.22 3.99 1 0.37 0.79 0.00 0.80 Calculated 28 Pipe - (61) SD D4 SD D3 136.0 282.51 281.15 1.36 1.00 8 0.0120 0.50 0.60 1.21 0 00:08 4.04 0.56 1.31 0.92 0.80 0.00 0.53 Calculated 29 Pipe - (61) (1) SD D5 SD D4 111.6 283.62 282.51 1.11 1.00 8 0.0120 0.60 0.50 1.00 0 00:07 3.50 0.53 1.31 0.76 0.76 0.00 0.51 Calculated 30 Pipe - (63) SD E4 SD E3 90.9 282.30 281.86 0.44 0.49 8 0.0120 0.50 0.80 0.13 0 00:07 0.68 2.23 0.92 0.14 0.60 0.00 0.40 Calculated 31 Pipe - (67) SD D3 SD D2 51.4 280.81 280.28 0.52 1.02 12 0.0120 0.60 0.70 1.45 0 00:07 3.83 0.22 4.02 0.36 0.60 0.00 0.61 Calculated 32 Pipe - (68) SD D2 SD D1 162.0 280.28 278.67 1.61 1.00 12 0.0120 0.70 0.80 1.49 0 00:09 2.17 1.24 3.98 0.37 0.87 0.00 0.88 Calculated 33 Pipe - (69) Structure - (79) SD A6 4.9 282.77 282.75 0.02 0.36 6 0.0120 0.50 1.00 0.95 0 00:06 4.70 0.02 0.38 2.47 0.96 0.00 0.49 > CAPACITY 34 Pipe -(70) Structure - (80) SD A6 4.8 282.95 282.75 0.20 4.15 6 0.0120 0.50 1.00 0.65 0 00:06 3.99 0.02 1.31 0.50 0.75 0.00 0.38 Calculated 351 Pipe - (71) 1 SD B9 Structure - (87) 138.8 283.31 282.34 0.97 0.70 8 0.0120 1 0.60 0.50 1 0.61 1 0 00:07 2.76 1 0.84 1.10 0.56 1 0.61 0.00 0.40 Calculated 36 Pipe - (72) SD B10 SD B9 63.7 283.76 283.31 0.45 0.71 8 0.0120 0.50 0.60 0.06 0 00:06 0.56 1.90 1.10 0.05 0.35 0.00 0.23 Calculated 37 Pipe - (73) (1) Structure - (84) SD B5 47.8 285.60 281.55 4.05 8.47 6 0.0120 0.50 1.00 0.16 0 00:06 3.89 0.20 1.87 0.08 0.40 0.00 0.20 Calculated 38 Pipe-(78) Structure - (91) Structure - (107) 80.6 285.60 284.35 1.25 1.56 6 0.0120 0.50 0.60 0.37 0 00:06 3.51 0.38 0.80 0.47 0.52 0.00 0.26 Calculated 39 Pipe - (78) (1) Structure - (106) Structure - (99) 2.6 283.96 283.91 0.04 1.56 6 0.0120 0.60 0.60 0.37 0 00:07 2.02 0.02 0.80 0.46 0.83 0.00 0.43 Calculated 40 Pipe - (78) (2) Structure - (107) Structure - (106) 25.2 284.35 283.96 0.39 1.56 6 0.0120 0.60 0.60 0.37 0 00:07 2.36 0.18 0.80 0.46 0.71 0.00 0.36 Calculated 41 Pipe -(79) Structure - (92) SD D1A 214.3 285.43 283.81 1.62 0.76 6 0.0120 0.50 0.60 0.48 0 00:07 3.45 1.04 0.56 0.85 0.64 0.00 0.33 Calculated 42 Pipe -(80) Structure - (95) Structure - (125) 208.7 285.57 284.53 1.04 0.50 6 0.0120 0.50 0.60 0.41 0 00:06 2.16 1.61 0.45 0.91 0.98 0.00 0.50 Calculated 431 Pipe - (81) (1) 1 Structure - (124) Structure - (126) 87.0 284.51 284.08 0.43 1 0.49 6 0.0120 1 0.60 0.60 1 0.53 0 00:06 1 2.59 0.56 0.45 1.17 1.00 3.00 0.51 SURCHARGED 44 Pipe - (82) SD D1A SD DI 63.0 283.81 279.01 4.80 7.62 8 0.0120 0.60 0.80 1.13 0 00:07 4.35 0.24 3.63 0.31 0.69 0.00 0.46 Calculated 45 Pipe -(83) Structure-(99) Structure-(100) 87.2 283.91 282.56 1.36 1.56 6 0.0120 0.60 0.60 0.68 0 00:07 3.87 0.38 0.80 0.85 0.82 0.00 0.42 Calculated 46 Pipe - (84) Structure - (100) SD B5 71.7 282.56 281.55 1.01 1.41 6 0.0120 0.60 1.00 0.66 0 00:07 3.79 0.32 0.76 0.87 0.80 0.00 0.41 Calculated 47 Pipe - (85) SD B6 SD B5 23.0 281.28 281.05 0.23 1.00 12 0.0120 0.60 1.00 1.97 0 00:07 2.86 0.13 3.99 0.49 0.80 0.00 0.81 Calculated 48 Pipe - (86) SD B5 SD B4 55.9 280.56 280.00 0.56 1.00 18 0.0120 1.00 0.60 3.91 0 00:00 3.64 0.26 11.50 0.34 0.95 0.00 1.43 Calculated 49 Pipe - (87) SD D8 SD D5 18.9 285.10 283.62 1.47 7.79 8 0.0120 0.70 0.60 0.60 0 00:06 3.58 0.09 3.67 0.16 0.50 0.00 0.33 Calculated 50 Pipe - (90) Structure - (114) SD D8 32.2 285.34 285.17 0.16 0.50 6 0.0120 0.50 0.70 0.15 0 00:06 1.91 0.28 0.45 0.34 0.41 0.00 0.21 Calculated 511 Pipe - (91) 1 Structure - (117) Structure - (116) 230.0 285.00 279.88 1 5.12 2.23 1 12 0.0120 1 0.50 0.60 1 2.41 0 00:07 4.15 0.92 5.95 0.40 0.72 0.00 0.73 Calculated 52 Pipe - (92) SD C3 SD C2 37.0 280.77 280.51 0.26 0.70 8 0.0120 0.80 0.90 0.85 0 00:06 2.42 0.26 1.10 0.77 1.00 5.00 0.67 SURCHARGED 53 Pipe - (93) SD E1 SD C2 46.3 280.84 280.51 0.33 0.71 8 0.0120 0.80 0.90 0.92 0 00:08 2.64 0.29 1.11 0.83 1.00 6.00 0.67 SURCHARGED 54 Pipe - (93) (1) SD E2 SD El 17.2 280.96 280.84 0.12 0.70 8 0.0120 0.60 0.80 0.61 0 00:09 1.74 0.16 1.10 0.55 1.00 5.00 0.67 SURCHARGED 55 Pipe - (94) SD Cl SD A2 9.3 280.48 280.26 0.22 2.37 8 0.0120 0.50 0.50 1.70 0 00:07 5.36 0.03 2.02 0.84 0.85 0.00 0.57 Calculated 56 Pipe - (95) Structure - (116) SD A7 14.0 279.88 279.56 0.32 2.28 12 0.0120 0.60 0.80 3.05 0 00:07 4.32 0.05 6.02 0.51 1.00 5.00 1.01 SURCHARGED 57 Pipe - (96) SD A7 SD A6 214.0 279.07 276.91 2.16 1.01 18 0.0120 0.80 1.00 3.05 0 00:07 1.71 2.09 11.55 0.26 1.00 7.00 1.51 SURCHARGED 78 Pipe - (98) Structure - (122) SD D8 51.1 285.43 285.17 0.26 0.50 6 0.0120 0.50 0.70 0.45 0 00:06 2.50 0.34 0.45 0.98 0.82 0.00 0.42 Calculated 1591 Pipe - (99) 1 Structure - (125) Structure - (124) 2.8 284.53 284.51 1 0.02 1 0.71 1 6 1 0.0120 1 0.60 1 0.60 0.54 0 00:06 2.65 0.02 1 0.54 1 0.99 1.00 3.00 0.51 SURCHARGED TABLE 4: SITE OUTFALLS SN Element ID Invert Elevation (ft) Boundary Type Flap Gate Fixed Water Elevation (ft) Peak Inflow (cfs) Peak Lateral Inflow (cfs) Maximum HGL Depth Attained (ft) Maximum HGL Elevation Attained (ft) 1 SD A2 280.25 FIXED NO 280.00 1.70 0.00 0.00 280.25 2 SD A3 280.88 FIXED NO 280.00 2.18 0.00 0.00 280.88 3 SD A4 274.06 FIXED NO 280.00 14.44 0.00 5.94 280.00 4 SD B3 277.06 FIXED I NO I 281.65 6.35 0.00 4.59 281.65 TABLE 5: STRUCTURE ANALYSIS CLEANOUTS SN Element ID STRUCTURE NAME Invert Elevation (ft) Ground/Rim (Max) Elevation (ft) Ground/Rim (Max) Offset (ft) Initial Water Elevation (ft) Surcharge Elevation (ft) Ponded Area (ft') Minimum Pipe Cover (inches) Peak Inflow (cfs) Peak Lateral Inflow (cfs) Maximum HGL Elevation Attained (ft) Maximum HGL Depth Attained (ft) Minimum Freeboard Attained (ft) Average HGL Elevation Attained (ft) Average HGL Depth Attained (ft) Time of Maximum HGL Occurrence (days hh:mm) Total Flooded Volume (ac-inches) 1 SD AS 275.20 287.10 11.90 275.20 287.10 0.00 51.00 14.44 0.00 280.71 5.51 6.39 280.00 4.80 0 00:08 0.00 2 SD A6 276.91 284.67 7.76 276.91 284.67 0.00 16.92 7.78 0.00 281.10 4.19 3.57 280.00 3.09 0 00:07 0.00 3 SD A7 1 279.07 283.64 4.57 1 279.07 283.64 1 0.00 36.77 1 3.27 1 0.00 282.17 1 3.10 1.47 1 280.01 0.94 1 0 00:05 0.00 4 SD B10 283.76 285.94 2.18 283.76 285.94 0.00 18.14 0.06 0.06 283.87 0.11 2.07 283.76 0.00 0 00:06 0.00 5 SD 134 280.00 286.84 6.84 280.00 286.84 0.00 64.02 6.35 0.01 286.70 6.70 0.14 281.65 1.65 0 00:00 0.00 6 SD 135 280.56 287.01 6.45 280.56 287.01 0.00 59.38 3.91 0.00 281.92 1.36 5.09 281.65 1.09 0 00:01 0.00 7 SD 136 281.28 286.35 5.07 281.28 286.35 0.00 48.63 1.97 0.00 282.11 0.83 4.23 281.65 0.37 0 00:07 0.00 8 SD 137 281.44 285.60 4.16 281.44 285.60 0.00 37.66 2.01 0.79 282.31 0.87 3.29 281.66 0.22 0 00:07 0.00 9 SD 67A 283.58 286.28 2.70 283.58 286.28 0.00 24.35 0.32 0.32 283.77 0.19 2.51 283.58 0.00 0 00:06 0.00 10 SD 138 281.83 286.28 4.45 281.83 286.28 0.00 41.23 1.01 0.39 282.37 0.54 3.90 281.84 0.01 0 00:07 0.00 11 SD 139 1 283.31 286.16 2.85 1 283.31 286.16 1 0.00 26.21 1 0.63 1 0.57 283.67 1 0.36 2.49 1 283.31 0.00 1 0 00:06 0.00 12 SD C1 280.48 285.64 5.16 280.48 285.64 0.00 53.93 1.70 0.00 281.46 0.98 4.18 280.49 0.01 0 00:05 0.00 13 SD C2 280.51 285.53 5.02 280.51 285.53 0.00 52.28 1.70 0.00 281.99 1.48 3.54 280.53 0.02 0 00:05 0.00 14 SD C3 280.77 284.09 3.32 280.77 284.09 0.00 31.87 0.85 0.55 282.95 2.18 1.15 280.78 0.01 0 00:05 0.00 15 SD C4 282.05 284.21 2.16 282.05 284.21 0.00 17.90 0.36 0.36 282.33 0.28 1.88 282.05 0.00 0 00:07 0.00 16 SD D1 278.17 287.62 9.45 278.17 287.62 0.00 95.25 3.02 0.00 282.29 4.12 5.33 280.00 1.83 0 00:03 0.00 17 SD D1A 283.81 287.96 4.15 283.81 287.96 0.00 41.76 1.14 0.22 284.07 0.26 3.89 283.81 0.00 0 00:07 0.00 18 SD D2 280.28 286.98 6.69 280.28 286.98 0.00 68.17 1.45 0.00 281.03 0.75 5.95 280.29 0.01 0 00:08 0.00 191 SD D3 1 280.81 285.94 5.13 1 280.81 285.94 1 0.00 49.41 1 1.43 1 0.29 281.31 1 0.50 4.63 280.81 1 0.00 0 00:07 1 0.00 20 SD D4 282.51 286.26 3.75 282.51 286.26 0.00 37.04 1.26 0.30 283.07 0.56 3.19 282.52 0.01 0 00:07 0.00 21 SD D5 283.62 287.22 3.60 283.62 287.22 0.00 35.16 1.01 0.15 284.09 0.47 3.13 283.63 0.01 0 00:07 0.00 22 SD D6 284.61 287.24 2.63 284.61 287.24 0.00 23.57 0.27 0.09 284.82 0.21 2.43 284.61 0.00 0 00:06 0.00 23 SD D8 285.10 289.42 4.32 285.10 289.42 0.00 43.84 0.60 0.00 285.29 0.19 4.12 285.10 0.00 0 00:06 0.00 24 SD El 280.84 285.68 4.84 280.84 285.68 0.00 50.04 0.92 0.57 283.69 2.85 1.99 280.85 0.01 0 00:05 0.00 25 SD E2 280.96 285.94 4.98 280.96 285.94 0.00 51.74 0.61 0.06 284.33 3.37 1.60 280.97 0.01 0 00:05 0.00 26 SD E3 281.86 285.59 3.73 281.86 285.59 0.00 36.77 0.55 0.55 282.48 0.62 3.11 281.86 0.00 0 00:07 0.00 271 SD E4 1 282.30 284.97 2.67 1 282.30 284.97 1 0.00 24.03 1 0.13 1 0.00 282.51 1 0.21 2.46 1 282.30 0.00 0 00:08 1 0.00 28 SD F1 281.14 286.33 5.19 281.14 286.33 0.00 50.12 2.18 0.00 281.77 0.63 4.56 281.15 0.01 0 00:07 0.00 29 SD F2 281.22 285.79 4.56 281.22 285.79 0.00 42.62 2.21 0.03 282.10 0.88 3.69 281.23 0.01 0 00:07 0.00 30 SD F3 281.93 285.23 3.30 281.93 285.23 0.00 31.65 0.74 0.21 282.46 0.53 2.78 281.94 0.01 0 00:06 0.00 31 SD F4 282.42 284.58 2.16 282.42 284.58 0.00 17.97 0.54 0.54 282.72 0.30 1.87 282.42 0.00 0 00:06 0.00 32 SD G1 281.52 285.18 3.66 281.52 285.18 0.00 31.79 1.54 0.06 282.24 0.72 2.95 281.53 0.01 0 00:07 0.00 33 SD G1A 282.20 284.49 2.29 282.20 284.49 0.00 19.41 0.53 0.53 282.55 0.35 1.93 282.21 0.01 0 00:06 0.00 34 SD G2 282.05 285.14 3.08 282.05 285.14 0.00 24.85 0.97 0.48 282.39 0.34 2.74 282.06 0.01 0 00:06 0.00 351 SD G3 1 282.54 285.87 3.32 1 282.54 285.87 1 0.00 27.75 1 0.50 1 0.38 282.81 1 0.27 3.06 1 282.55 0.01 1 0 00:06 0.00 36 SD G3A 283.24 286.24 3.00 283.24 286.24 0.00 27.99 0.09 0.09 283.36 0.12 2.88 283.24 0.00 0 00:06 0.00 37 SD G4 283.88 287.23 3.35 283.88 287.23 0.00 32.23 0.03 0.03 283.94 0.06 3.29 283.88 0.00 0 00:06 0.00 38 Structure -(100) 282.56 286.70 4.14 282.56 286.70 0.00 43.59 0.68 0.00 283.00 0.44 3.70 282.56 0.00 0 00:07 0.00 39 Structure -(106) 283.96 288.10 4.14 283.96 288.10 0.00 43.59 0.37 0.00 284.41 0.45 3.69 283.96 0.00 0 00:07 0.00 40 Structure -(107) 284.35 288.49 4.14 284.35 288.49 0.00 43.59 0.37 0.00 284.62 0.27 3.87 284.35 0.00 0 00:07 0.00 41 Structure -(114) 285.34 287.95 2.62 285.34 287.95 0.00 25.30 0.16 0.16 285.56 0.22 2.39 285.34 0.00 0 00:06 0.00 42 Structure -(116) 279.88 283.90 4.02 279.88 283.90 0.00 36.09 3.05 0.73 282.47 2.59 1.43 280.01 0.13 0 00:05 0.00 431 Structure - (117) 1 285.00 287.32 2.32 1 285.00 287.32 1 0.00 15.72 1 2.46 1 2.46 285.45 1 0.45 1.87 285.01 0.01 1 0 00:07 0.00 44 Structure - (122) 285.43 288.06 2.63 285.43 288.06 0.00 25.41 0.47 0.47 285.92 0.49 2.13 285.44 0.01 0 00:06 0.00 45 Structure - (124) 284.51 288.65 4.14 284.51 288.65 0.00 43.62 0.54 0.00 285.80 1.29 2.85 284.52 0.01 0 00:06 0.00 46 Structure -(125) 284.53 288.67 4.14 284.53 288.67 0.00 43.55 0.54 0.13 285.94 1.41 2.73 284.54 0.01 0 00:06 0.00 47 Structure - (126) 284.08 288.24 4.16 284.08 288.24 0.00 43.79 0.53 0.00 284.71 0.63 3.53 284.09 0.01 0 00:07 0.00 48 Structure - (127) 284.06 288.22 4.16 284.06 288.22 0.00 43.86 0.54 0.00 284.60 0.54 3.63 284.07 0.01 0 00:07 0.00 49 Structure -(132) 285.21 289.35 4.14 285.21 289.35 0.00 43.59 0.16 0.16 285.43 0.22 3.93 285.21 0.00 0 00:06 0.00 50 Structure -(133) 284.87 289.02 4.14 284.87 289.02 0.00 43.59 0.15 0.00 284.99 0.12 4.02 284.88 0.01 0 00:07 0.00 511 Structure - (79) 1 282.77 286.91 4.14 1 282.77 286.91 1 0.00 43.59 1 0.95 1 0.95 283.85 1 1.08 3.06 282.78 0.01 1 0 00:06 0.00 52 Structure - (80) 282.95 287.09 4.14 282.95 287.09 0.00 43.59 0.66 0.66 283.46 0.51 3.63 282.96 0.01 0 00:06 0.00 53 Structure -(83) 285.60 287.89 2.29 285.60 287.89 0.00 21.40 0.19 0.19 285.75 0.15 2.14 285.60 0.00 0 00:06 0.00 54 Structure -(84) 285.60 287.64 2.04 285.60 287.64 0.00 18.38 0.16 0.16 285.70 0.10 1.94 285.60 0.00 0 00:06 0.00 55 Structure - (87) 282.34 286.56 4.22 282.34 286.56 0.00 42.66 0.70 0.09 282.80 0.46 3.77 282.35 0.01 0 00:07 0.00 56 Structure -(91) 285.60 287.99 2.39 285.60 287.99 0.00 22.56 0.38 0.38 285.86 0.26 2.13 285.60 0.00 0 00:06 0.00 57 Structure - (92) 285.43 288.00 2.57 285.43 288.00 0.00 24.72 0.51 0.51 285.83 0.40 2.17 285.44 0.01 0 00:06 0.00 58 Structure - (95) 285.57 288.07 2.50 285.57 288.07 0.00 23.90 0.47 0.47 286.06 0.49 2.01 285.58 0.01 0 00:07 0.00 1591 Structure - (99) 1 283.91 1 288.06 1 4.14 1 283.91 1 288.06 1 0.00 1 43.59 1 0.68 1 0.35 1 284.31 1 0.40 1 3.74 283.92 1 0.01 1 0 00:07 1 0.00 TABLE 6: SUBBASIN SUMMARY SN Element ID Area (acres) Drainage Node ID Weighted Runoff Coefficient (C) Accumulated Precipitation (inches) Total Runoff (inches) Peak Runoff (cfs) Rainfall Intensity (inches/hr) Time of Concentration (Tc) (days hh:mm:ss) 1 ASTD 0.05 Structure - (132) 0.90 0.37 0.33 0.16 3.520 0 00:06:18 2 A6TD1 0.21 Structure - (80) 0.90 0.37 0.33 0.67 3.520 0 00:06:18 3 A6TD2 0.35 Structure - (79) 0.77 0.37 0.29 0.95 3.520 0 00:06:18 4 B10 0.02 SD B10 0.90 0.37 0.33 0.06 3.520 0 00:06:18 5 B4 0.01 SD B4 0.25 0.37 0.09 0.01 3.520 0 00:06:18 6 B7 0.38 SD B7 0.59 0.37 0.22 0.79 3.520 0 00:06:18 7 B7A 0.13 SD B7A 0.71 0.37 0.26 0.33 3.520 0 00:06:18 8 B8 0.15 SD B8 0.73 0.37 0.27 0.39 3.520 0 00:06:18 9 B9 0.18 SD B9 0.90 0.37 0.33 0.57 3.520 0 00:06:18 10 0 0.21 SD C3 0.75 0.37 0.28 0.55 3.520 0 00:06:18 11 C4 0.14 SD C4 0.74 0.37 0.28 0.37 3.520 0 00:06:18 12 D3 0.15 SD D3 0.55 0.37 0.20 0.29 3.520 0 00:06:18 13 D4 0.18 SD D4 0.48 0.37 0.18 0.30 3.520 0 00:06:18 14 D5 0.06 SD D5 0.73 0.37 0.27 0.15 3.520 0 00:06:18 15 D6 0.03 SD D6 0.85 0.37 0.32 0.09 3.520 0 00:06:18 16 DOWNSPOUTSMA 0.07 SD D1A 0.90 0.37 0.33 0.22 3.520 0 00:06:18 17 DOWNSPOUTTO114 0.05 Structure - (114) 0.90 0.37 0.33 0.16 3.520 0 00:06:18 18 DOWNSPOUTTO122 0.15 Structure - (122) 0.90 0.37 0.33 0.48 3.520 0 00:06:18 19 DOWNSPOUTTO125 0.04 Structure - (125) 0.90 0.37 0.33 0.13 3.520 0 00:06:18 20 DOWNSPOUTTO83 0.06 Structure - (83) 0.90 0.37 0.33 0.19 3.520 0 00:06:18 21 DOWNSPOUTTO84 0.05 Structure - (84) 0.90 0.37 0.33 0.16 3.520 0 00:06:18 22 DOWNSPOUTTO91 0.12 Structure - (91) 0.90 0.37 0.33 0.38 3.520 0 00:06:18 23 DOWNSPOUTTO92 0.16 Structure - (92) 0.90 0.37 0.33 0.51 3.520 0 00:06:18 24 DOWNSPOUTTO95 0.15 Structure - (95) 0.90 0.37 0.33 0.48 3.520 0 00:06:18 25 DOWNSPOUTTO99 0.11 Structure - (99) 0.90 0.37 0.33 0.35 3.520 0 00:06:18 26 E1 0.24 SD E1 0.68 0.37 0.25 0.57 3.520 0 00:06:18 27 E2 0.02 SD E2 0.90 0.37 0.33 0.06 3.520 0 00:06:18 28 E3 0.19 SD E3 0.83 0.37 0.31 0.56 3.520 0 00:06:18 29 F2 0.01 SD F2 0.90 0.37 0.33 0.03 3.520 0 00:06:18 30 F3 0.07 SD F3 0.84 0.37 0.31 0.21 3.520 0 00:06:18 31 F4 0.18 SD F4 0.86 0.37 0.32 0.55 3.520 0 00:06:18 32 FIELDDRAINS116 0.23 Structure - (116) 0.90 0.37 0.33 0.73 3.520 0 00:06:18 33 FIELDDRAINS117 0.84 Structure - (117) 0.89 0.38 0.34 2.46 3.294 0 00:07:00 34 G1 0.02 SD G1 0.83 0.37 0.31 0.06 3.520 0 00:06:18 35 G1A 0.26 SD G1A 0.58 0.37 0.22 0.53 3.520 0 00:06:18 36 G2 0.16 SD G2 0.86 0.37 0.32 0.48 3.520 0 00:06:18 37 G3 0.15 SD G3 0.72 0.37 0.27 0.38 3.520 0 00:06:18 38 G3A 0.03 SD G3A 0.89 0.37 0.33 0.09 3.520 0 00:06:18 39 G4 0.02 SD G4 0.44 0.37 0.16 0.03 3.520 0 00:06:18 1401 TDTO87 1 0.03 1 Structure - (87) 1 0.90 0.37 1 0.33 1 0.10 3.520 0 00:06:18 TABLE 7: C VALUE CALCULATIONS Basin Total Area (SF) Impervious (SF) Pervious (SF) Total Area (AC) Impervious (AC) Pervious (AC) C Value A5 TD 2255 2255 0 0.05 0.05 0.00 0.90 A6 TD1 9032 9032 0 0.21 0.21 0.00 0.90 A6 TD2 15282 12156 3125 0.35 0.28 0.07 0.77 134 521 0 521 0.01 0.00 0.01 0.25 B7 16452 8706 7745 0.38 0.20 0.18 0.59 67A 5542 3884 1658 0.13 0.09 0.04 0.71 138 6471 4817 1654 0.15 0.11 0.04 0.73 68 TD 1386 1386 0 0.03 0.03 0.00 0.90 139 7773 7738 35 0.18 0.18 0.00 0.90 610 746 746 0 0.02 0.02 0.00 0.90 C3 8982 6906 2076 0.21 0.16 0.05 0.75 C4 6281 4758 1523 0.14 0.11 0.03 0.74 D3 6631 3041 3590 0.15 0.07 0.08 0.55 D4 7913 2779 5133 0.18 0.06 0.12 0.48 D5 2753 2039 714 0.06 0.05 0.02 0.73 D6 1294 1204 90 0.03 0.03 0.00 0.85 DOWNSPOUTS84 2188 2188 0 0.05 0.05 0.00 0.90 DOWNSPOUTS99 4605 4605 0 0.11 0.11 0.00 0.90 DOWNSPOUTS91 5406 5406 0 0.12 0.12 0.00 0.90 DOWNSPOUTS83 2484 2484 0 0.06 0.06 0.00 0.90 DOWNSPOUTS122 6665 6665 0 0.15 0.15 0.00 0.90 DOWNSPOUTS114 2178 2178 0 0.05 0.05 0.00 0.90 DOWNSPOUTS95 6596 6596 0 0.15 0.15 0.00 0.90 DOWNSPOUTS125 1881 1881 0 0.04 0.04 0.00 0.90 DOWNSPOUTS92 6885 6885 0 0.16 0.16 0.00 0.90 DOWNSPOUTSDIA 2849 2849 0 0.07 0.07 0.00 0.90 E1 10456 6918 3538 0.24 0.16 0.08 0.68 E2 1039 1039 0 0.02 0.02 0.00 0.90 E3 8086 7190 897 0.19 0.17 0.02 0.83 F2 548 548 0 0.01 0.01 0.00 0.90 F3 3250 2974 276 0.07 0.07 0.01 0.84 F4 7999 7538 461 0.18 0.17 0.01 0.86 FIELD DRAINS116 9847 9847 0 0.23 0.23 0.00 0.90 FIELD DRAINS117 36517 35798 719 0.84 0.82 0.02 0.89 G1 681 607 75 0.02 0.01 0.00 0.83 G1A 11285 5661 5623 0.26 0.13 0.13 0.58 G2 7085 6607 478 0.16 0.15 0.01 0.86 G3 6502 4751 1751 0.15 0.11 0.04 0.72 G3A 1183 1170 13 0.03 0.03 0.00 0.89 G4 749 221 528 0.02 0.01 1 0.01 0.44 APPENDIX E STORMWATER POLLUTION PREVENTION PLAN (SWPPP) �C JACOBSON 28 n Stormwater Pollution Prevention Plan For Olympic View K-8 Prepared By Forma Construction PO Box 11489 Olympia, WA 98508 206-626-0256 Owner Developer Operator/Contractor Federal Way School District Forma Construction 33330 8th Ave. S. PO Box 11489 Federal Way, WA 98003 Olympia, WA 98508 Project Site Location 2626 SW 327th St. Federal Way, WA 98023 Certified Erosion and Sediment Control Lead Brett Bowen 360-480-8004 SWPPP Preparation Date 8/12/21 Approximate Project Construction Dates 1/3/22 to 7/4/23 n Contents 1.0 Introduction.................................................................................................................................. 2.0 Site Description........................................................................................................................... 3 2.1 Existing Conditions.............................................................................................................. 3 2.2 Proposed Construction Activities......................................................................................... 3 3.0 Construction Stormwater BMPs.................................................................................................. 3 3.1 The 12 BMP Elements.......................................................................................................... 3 3.1.1 Element # 1 — Mark Clearing Limits................................................................... 3 3.1.2 Element #2 — Establish Construction Access ...................................................... 4 3.1.3 Element #3 — Control Flow Rates....................................................................... 4 3.1.4 Element #4 — Install Sediment Controls............................................................. 4 3.1.5 Element #5 — Stabilize Soils............................................................................... 4 3.1.6 Element #6 — Protect Slopes............................................................................... 5 3.1.7 Element #7 — Protect Drain Inlets....................................................................... 5 3.1.8 Element #8 — Stabilize Channels and Outlets ..................................................... 5 3.1.9 Element #9 — Control Pollutants......................................................................... 6 3.1.10 Element # 10 — Control Dewatering.................................................................... 6 3.1.11 Element #11 — Maintain BMPs........................................................................... 6 3.2 Site Specific BMPs............................................................................................................... 9 3.3 Additional Advanced BMPs................................................................................................. 9 4.0 Construction Phasing and BMP Implementation........................................................................ 9 5.0 Pollution Prevention Team........................................................................................................10 5.1 Roles and Responsibilities..................................................................................................10 5.2 Team Members...................................................................................................................11 6.0 Site Inspections and Monitoring................................................................................................12 6.1 Site Inspection....................................................................................................................12 6.1.1 Site Inspection Frequency.................................................................................12 6.1.2 Site Inspection Documentation.........................................................................13 6.2 Stormwater Quality Monitoring.........................................................................................13 6.2.1 Turbidity Sampling...........................................................................................13 7.0 Reporting and Recordkeeping...................................................................................................14 7.1 Recordkeeping....................................................................................................................14 7.1.1 Site Log Book...................................................................................................14 7.1.2 Records Retention.............................................................................................14 7.1.3 Access to Plans and Records............................................................................16 7.1.4 Updating the SWPPP........................................................................................16 7.2 Reporting 16 7.2.1 Discharge Monitoring Reports..........................................................................16 7.2.2 Notification of Noncompliance.........................................................................17 11 Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the FWSD Olympic View K-8 project in Federal Way, WA. The proposed development consists of construction of a new approx. 66,000 sq.ft. elementary school and facilities. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESL) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2019). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: Section 1 — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post — construction conditions. Stormwater Pollution Prevention Plan ■ Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). ■ Section 4 — CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. ■ Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non -emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector ■ Section 6 — INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. ■ Section 7 — RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The proposed site is located at 2626 SW 327t" St. Federal Way, WA 98023 2.2 Proposed Construction Activities Construction activities will include The project will replace the existing Olympic View Elementary School at its existing campus with a new approx. 66,000 sq.ft. building and facilities. 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1— Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: Stake and Wire Fence (BMP C104) Stormwater Pollution Prevention Plan 3.1.2 Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: Stabilized Construction Entrance (BMP C105) 3.1.3 Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: Infiltration Trench Straw Wattles (BMP C235) Temporary Sediment Pond (BMP C241) 3.1.4 Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: Silt Fence (BMP C233) Storm Drain Inlet Protection (BMP C220) Straw Wattles (BMP C235) Temporary Sediment Pond (BMP C241) 3.1.5 Element #5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Plastic Covering (BMP C123) Dust Control (BMP C 140) 4 Stormwater Pollution Prevention Plan 3.1.6 Element #6 — Protect Slopes Stormwater shall be diverted away from slopes and disturbed areas with interceptor dikes and/or swales and released onto areas stabilized by existing vegetation. The specific BMPs to be used for slope protection on this project include: Level Spreader (BMP C206) Interceptor Dike and Swale (BMP C200) Check Dams (BMP C207) 3.1.7 Element #7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Catch Basin Filters (BMP C220) 3.1.8 Element #8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: No BMPs to be implemented The project site is located west of the Cascade Mountain Crest. As such, all temporary on -site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10-minute velocity of flow from a Type 1A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. Stormwater Pollution Prevention Plan 3.1.9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well -organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: ■ All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. ■ On -site fueling tanks and petroleum product storage containers shall include secondary containment. ■ Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. ■ In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. ■ Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. 3.1.10 Element #10 — Control Dewatering There will be no dewatering as part of this construction project. 3.1.11 Element #11 —Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. Stormwater Pollution Prevention Plan 3.1.12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: ■ Design the project to fit the existing topography, soils, and drainage patterns. ■ Emphasize erosion control rather than sediment control. ■ Minimize the extent and duration of the area exposed. ■ Keep runoff velocities low. ■ Retain sediment on site. ■ Thoroughly monitor site and maintain all ESC measures. ■ Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: (West Response) As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction ■ The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. ■ Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations ■ From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and Limitations on activities and the extent of disturbed areas; and Proposed erosion and sediment control measures. Stormwater Pollution Prevention Plan ■ Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. ■ The following activities are exempt from the seasonal clearing and grading limitations: Routine maintenance and necessary repair of erosion and sediment control BMPs; Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions ■ Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring ■ All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: Assess the site conditions and construction activities that could impact the quality of stormwater, and Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. ■ A Certified Erosion and Sediment Control Lead shall be on -site or on -call at all times. ■ Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Stormwater Pollution Prevention Plan Maintaining an Updated Construction SWPPP ■ This SWPPP shall be retained on -site or within reasonable access to the site. ■ The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. ■ The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets. 3.3 Additional Advanced BMPs No BMPs to be implemented 4.0 Construction Phasing and BMP Implementation Implementation schedule listed below is keyed to proposed phases of the construction project and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. ■ Estimate of Construction start date: 1/3/22 ■ Estimate of Construction finish date: 7/4/23 ■ Mobilize equipment on site: 12/20/21 ■ Mobilize and store all TESC and soil stabilization products: 1/3/22 ■ Install TESC measures: 1/3/22 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: ■ Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. ■ Resident Engineer— For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative ■ Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency. Go to the following website to get the name and number for the Ecology contact information:_ http://www.ecy.wa. o� .ham ■ Emergency Owner Contact — individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. ■ Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. ■ Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 10 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) Brett Bowen 360-480-8004 Resident Engineer Emergency Ecology Contact Emergency Owner Contact Non -Emergency Ecology Contact Monitoring Personnel 11 Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: ■ A record of the implementation of the SWPPP and other permit requirements; ■ Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 12 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off -site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 13 Stormwater Pollution Prevention Plan 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm). Initiate additional treatment BMPs such as off -site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on -site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 14 Stormwater Pollution Prevention Plan 15 Stormwater Pollution Prevention Plan 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.13, and S9.13.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports [Prior to October 2008] If cumulative soil disturbance is smaller than 5 acres: Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the Permittee shall submit the form as required, with the words "No discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. 16 Stormwater Pollution Prevention Plan 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately, and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 17 Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL#: Date: Time: Inspection Type: ❑ After a rain event ❑ Weekly ❑ Turbidity/transparency benchmark exceedance ❑ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Inspected Functioning Location Y N Y N NIP Element 2: Establish Construction Access BMP: Location Location Inspected Y N Inspected Y N Functioning Y N NIP Functioning Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Stormwater Pollution Prevention Plan Element 3: Control Flow Rates BMP: Inspected Functioning Location Y N Y N NIP I: ►I' Inspected Functioning Location Y N Y N NIP Element 4: Install Sediment Controls BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Element S: Stabilize Soils BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action M, Stormwater Pollution Prevention Plan BMP: Inspected Functioning Location y N Y N NIP BMP: Inspected Functioning Location y N Y N NIP BMP: Inspected Functioning Location y N Y N NIP Element 6: Protect Slopes BMP: Inspected Functioning Location y N Y N NIP BMP: Inspected Functioning Location y N Y N NIP BMP: Inspected Functioning Location y N Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 20 Stormwater Pollution Prevention Plan Element 7: Protect Drain Inlets BMP: Inspected Functioning Location Y N Y N NIP BMP: Inspected Functioning Location Y N Y N NIP I:]ulO Inspected Functioning Location Y N Y N NIP Element 8: Stabilize Channels and Outlets BMP: Inspected Functioning Location Y N Y N NIP BMP: Location BMP: Location BMP: Location Inspected Y N Inspected Y N Inspected Y N Functioning Y N NIP Functioning Y N NIP Functioning Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 21 Stormwater Pollution Prevention Plan Element 9: Control Pollutants BMP: Location Inspected Y N BMP: Location Inspected Y N Element 10: Control Dewatering BMP: Location Inspected YN BMP: Location BMP: Location Inspected Y N Inspected Y N Functioning Y N NIP Functioning Y N NIP Functioning Y N NIP Functioning Y N NIP Functioning Y N NIP Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action 22 Stormwater Pollution Prevention Plan Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Stormwater Discharges From the Site Observed? Y 0 Problem/Corrective Action 23 Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: 24 APPENDIX F BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT �C JACOBSON 29 Project Name: Project No CITY OF Federal Wa Public Works Department BOND QUANTITIES WORKSHEET Olympic View K-8 School Date: 9/10/2021 2016.00 Site Address: 2626 SW 327th ST, Federal Way, WA 98023 By; Sascha Eastman Complete the following table as it pertains to this project and return to the Public Works Department. (C) Improvements To (C) On -Site Public Existing ROW Improvements Item Unit Unit Price Quantity Price Quantity EROSION/SEDIMENT CONTROL Backfill & compaction - embankment CY 6.50 $ $ Check dams, 4" minus rock EA 78.00 $ 17 $ 1,326 Crushed surfacing, 1 '/4" minus CY 98.00 $ 3,048 $ 298,704 Ditching CY 8.00 $ 63 $ 504 Excavation - bulk CY 3.00 $ 1,000 $ 3,000 Fence, silt LF 2.00 $ 1,447 $ 2,894 Fence, temporary NGPE LF 2.00 $ 385 $ 770 Hydroseeding SY 1.00 1,440 $ 1,440 4,670 $ 4,670 Jute Mesh SY 2.00 $ $ Mulch, by hand, straw, 3" deep SY 3.00 $ $ Mulch, by machine, 2" deep SY 1.00 $ $ Piping, temporary, CPP, 6" LF 12.50 $ 183 $ 2287.50 Piping, temporary, CPP, 8" LF 19.00 $ $ Piping, temporary, CPP, 12" LF 24.00 $ $ Plastic covering, 6mm thick, sandbagged SY 3.00 $ $ Rip Rap, machine laced; slopes CY 50.00 $ $ Rock Construction Entrance, 50'x15'x1' EA 1,800.00 $ $ Rock Construction Entrance, 100'x15'x1' EA 3,600.00 $ 3 $ 10,080 Sediment pond riser assembly EA 3,050.00 $ 1 $ 3,050 Sediment trap, 5' high berm LF 21.00 $ $ Sed. Trap, 5' high, riprap spillway berm section LF 79.00 $ $ Seeding, by hand SY 1.00 $ $ Sodding, 1" deep, level ground SY 8.00 $ $ Sodding, 1" deep, sloped ground SY 9.50 $ $ TESC Supervisor HR 84.00 96 $ 8,064 192 $ 16,128 Water truck, dust control HR 130.00 80 $ 10,400 160 $ 20,800 WRITE -IN -ITEMS (Wattles, Temp Treatment Systems, etc.) Straw Wattles LF 4.00 2,000 $ 8,000 2,350 $ 9,400 Bond Quantities Worksheet Rev. 12/18 Page 1 of 7 $ $ $ $ $ $ $ $ $ $ ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION (If Bonding For Erosion Control Only): ESC TOTAL (C): $ 374,333.50 $ N/A $ 374,333.50 Bond Quantities Worksheet Rev. 12/18 Page 2 of 7 (A) Improvements To (B) On -Site Public Existing ROW Improvements - eQuantity GENERAL ITEMS Backfill & Compaction - embankment CY 8.00 Backfill & Compaction - trench CY 11.00 Clear/Remove Brush, by hand Acre 2,363.00 Clearing/Grubbing/Tree Removal Acre 13,000.00 Excavation - bulk CY 2.50 Excavation - trench CY 5.00 Fencing, chain link, vinyl coated, 6' high LF 18.00 Fencing, chain link, gate, vinyl coated, 20' EA 1,563.00 Fill & Compaction — common barrow CY 27.00 Fill & Compaction — gravel base CY 30.00 Fill & Compaction — screened topsoil CY 62.00 Grading, fine, by hand SY 2.00 Grading, fine, with grader SY 1.25 Monuments with case, 18"' long EA 104.00 Sensitive Areas Sign EA 20.00 Pond Sign EA 100.00 Sodding, 1" deep, sloped ground SY 10.00 Topsoil Type A (imported) CY 30.00 Surveying, line & grade Day 850.00 Surveying, lot location/lines Acre 1,800.00 Traffic control crew (2 flaggers) HR 98.00 Trail, 4" chipped wood SY 9.00 Trail, 4" top course SY 9.50 Wall, retaining, concrete SF 66.00 Wall, rockery SF 13.00 $ $ 190 $ 2,090 $ $ $ 0.20 $ 2,600 $ $ $ 250 $ 1,250 $ $ $ $ $ $ $ 140 $ 4,200 $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ 5 $ 4,250 $ $ $ 320 $ 31,360 $ $ $ $ $ $ $ $ $ WRITE -IN -ITEMS SUBTOTAL: $ 45,750.00 Bond Quantities Worksheet Rev. 12/18 Page 3 of 7 (A) Improvements To (B) On -Site Public Existing ROW Improvements Item Unit Unit Price Quantity Price STREET IMPROVEMENT AC Grinding, 4' wide machine < 1000sy SY 12.00 AC Grinding, 4' wide machine 1000-2000sy SY 28.00 AC Grinding, 4' wide machine > 2000sy SY 44.00 AC Removal/Disposal SY 60.00 Barricade, type III (Permanent) LF 55.00 Curb & Gutter, vertical LF 15.00 Curb & Gutter, demolition and disposal LF 20.00 Curb, extruded concrete LF 4.50 Sawcut, asphalt, 3" depth LF 3.50 Sawcut, concrete, per 1" depth LF 3.00 Sealant, asphalt LF 2.00 Shoulder, HMA (see HMA road unit price) SY Shoulder, gravel, 4" thick SY 11.00 Sidewalk, 4" thick SY 40.00 Sidewalk, 4" thick, demolition and disposal SY 36.00 Sidewalk, 6" thick (round -about, Cul-de-Sac) SY 45.00 Sidewalk, 6" thick, demolition and disposal SY 45.00 Sign, handicap EA 100.00 Sign, roadway EA 350.00 Striping, thermoplastic (for crosswalk) SF 3.50 Striping, 4" reflectorized line LF 0.40 $ $ $ $ 4,356 $ 191,664 $ 1,000 $ 60,000 $ $ $ 1,325 $ 19,875 $ 910 $ 18,200 $ $ $ 1217 $ 4,259.50 $ 80 $ 240 $ 1217 $ 2,434 $ $ $ $ $ 665 $ 26,600 $ 550 $ 19,800 $ $ $ $ $ $ $ 10 $ 3,500 $ 720 $ 2,520 $ 140 $ 56 $ WRITE -IN -ITEMS Replace Sharrows (Bike Road Markings) EA 100.00 10 $ 1,000 $ STREET SURFACING Additional 2.5" Crushed Surfacing HMA'/2" Overlay, .15' deep HMA'/2" Overlay, .25' deep HMA Road, 0.25', 8" rock, first 2500 SY HMA Road, 0.25', 8" rock, over 2500 SY HMA Road, .30', 9" rock, first 2500 SY HMA Road, .30', 9" rock, over 2500 SY Bond Quantities Worksheet Rev. 12/ 18 SY SY SY SY SY SY SY SUBTOTAL 6.00 14.00 18.00 28.00 21.00 42.00 35.00 Page 4 of 7 c� 350.148.50 (A) Improvements To Existing ROW Quantity Price 4,356 $ 78,408 1,000 $ 28,000 q, (B) On -Site Public Improvements $ ® - HMA Road, 0.30', 0.50' ATB, first 2500 SY SY 33.00 HMA Road, 0.30', 0.50' ATB, over 2500 SY SY 30.00 HMA Road, 0.50', 0.50' ATB, first 2500 SY SY 45.00 HMA Road, 0.50', 0.50' ATB, over 2500 SY SY 42.00 HMA Road, 0.30', 0.85' Class E & 0.5' CSTC SY 55.00 HMA'/4" or 1", 4" depth SY 20.00 Gravel Road, 4" rock, first 2500 SY SY 15.00 Gravel Road, 4" rock, over 2500 SY SY 10.00 (A) Improvements Existing Quantity To ROW Price $ (B) On -Site Improvements Quantity Public $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ WRITE -IN -ITEMS SUBTOTAL: $ 106,408.00 (A) Improvements To Existing ROW DRAINAGE (B) On -Site Public Improvements Access Road, R/D SY 26.00 Bollards - fixed EA 240.74 Bollards — removable EA 452.34 $ $ $ $ $ $ CB's include frame and lid Beehive EA 90.00 CB Type I EA 1,650.00 CB Type IL EA 1,850.00 CB Type II, 48" Dia. EA 2,550.00 for additional depth over 4' FT 650.00 CB Type II, 54" Dia. EA 2,700.00 for additional depth over 4' FT 600.00 CB Type II, 60" Dia. EA 2,900.00 for additional depth over 4' FT 750.00 CB Type ll, 72" Dia. EA 4,000.00 for additional depth over 4' FT 900.00 Through -curb Inlet Framework (Add) EA 550.00 Cleanout, PVC, 6" EA 250.00 Cleanout, PVC, 8" EA 300.00 Roof Drain, PVC, 6" LF 17.00 Bond Quantities Worksheet Rev. 12/18 Page 5 of $ $ 3 $ 4,950 $ $ $ 1 $ 2,550 $ 4 $ 2,600 $ 2 $ 5,400 $ 6 $ 3,600 $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ 7 ® - Storm Main, ADS N-12, 8" LF 25.00 Storm Main, ADS N-12, 12" LF 30.00 Storm Main, ADS N-12, 15" LF 35.00 Storm Main, ADS N-12, 18" LF 45.00 Storm Main, ADS N-12, 24" LF 55.00 Culvert, Concrete, 8" LF 36.00 Culvert, Concrete, 12" LF 43.00 Culvert, Concrete, 15" LF 52.00 Culvert, Concrete, 18" LF 55.00 Culvert, Concrete, 24" LF 85.00 Ditching CY 12.00 Flow Dispersal Trench (1,436 base +) LF 40.00 French Drain (3' depth) LF 39.00 Geotextile, lain in trench, polypropylene SY 5.00 Mid -tank Access Riser, 48" Dia., 6' deep EA 2,025.00 Pond Overflow Spillway SY 18.00 Restrictor/Oil Separator, 12" EA 1,500.00 Restrictor/Oil Separator, 15" EA 1,550.00 Restrictor/Oil Separator, 12" EA 1,680.00 Riprap, placed CY 52.00 Tank End Reducer (36" diameter) EA 1,280.00 Trash Rack, 12" EA 320.00 Trash Rack, 15" EA 325.00 Trash Rack, 18" EA 350.00 Trash Rack, 21" EA 375.00 (A) Improvements Existing Quantity To ROW Price $ (B) On -Site Improvements Quantity Public $ 427 $ 12,810 $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ WRITE -IN -ITEMS (Oil -water separator, Stormfilter, Filterra, etc.) SUBTOTAL: $ 31,190.00 Bond Quantities Worksheet Rev. 12/18 Page 6 of 7 (A) Improvements To (B) On -Site Public Existing ROW Improvements Item Unit Unit Price Quantity Price Quantity Price UTILITY POLES & STREET LIGHTING Utility Pole(s) Relocation LS Bid Price Street Light Poles w/Luminaires EA 10,000.00 Traffic Signal and Appurtenances LS Bid Price Rectangular Rapid Flashing Beacon (RRFB) LS Bid Price $ $ 6 $ 60,000 $ $ $ $ $ LANDSCAPING & VEGETATION Street Trees EA 500.00 Median Landscaping LS Bid Price Right -of -Way Landscaping (Seeded Lawn) LS Bid Price Wetland/Bioswale Landscaping LS Bid Price 30 $ 15,000 $ $ $ 1 $ 1,573 $ $ $ WRITE -IN -ITEMS SUBTOTAL: ,�VC6&b� Signature Jacobson Consulting Engineers (206) 426.2600 Firm Name m 7a ti7'1 nn m TOTAL: (A): $ 610,789.50 (B): $ Telephone Number THE FOLLOWING INFORMATION WILL BE COMPLETED BY THE CITY OF FEDERAL WAY PUBLIC WORKS DEPARTMENT. Existing Public Roadway Improvements (Total A) Future Public Right of Way (Total B): Erosion/Sedimentation Control (Total C) Subtotal (A + B +C): CONTINGENCY (20%) TOTAL BOND AMOUNT Bond Quantities Worksheet Rev. 12/18 Page 7 of 7 STORMWATER FACILITY SUMMARY SHEET ( provide one Stormwater Facility Summary Sheet per Natural Discharge Location) OVERVIEW: Project Name Olympic View K-8 Project Location 2626 SW 327th ST, Federal Way, WA 98023 Downstream Drainage Basins: Major Basin Name Dumas Bay Immediate Basin Name GENERAL FACILITY INFORMATION: Detention I Infiltration Ponds I Ponds Vaults Tanks 2 Irenches Tanks Water Quality Type # oll Ponds Vaults 4 Tanks Flow Control Performance Std ❑ Basic ❑ Conservation ❑ Flood Problem If no flow control facility, check one: ❑ Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): ❑ Basic Exemption ❑ Impervious Surface Exemption for Transportation Redevelopment projects ❑ Cost Exemption for Parcel Redevelopment projects ❑ Direct Discharge Exemption ❑ Other ❑ Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 ❑ No flow control required per approved KCSWDM Adjustment No. ❑ Flow control provided in regional/shared facility per approved approved KCSWDM Adjustment No. Shared Facility Name/Location: X No flow control required (other, provide justification): DPER Permit No. Date 9/30/2021 NPDES Permit No. Parcel No. 1321039008 Retired Parcel No. Project includes Landscape Management Plan? yes (include copy with TIR as Appendix) no X Declarations of Covenant Recording No. Leachable Metals TBD Impervious Surface Limit Flow Control BMPs Clearing Limit Drainage Facility TBD Landscape Management Plan TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES (Applies to Commercial parcels only) Area % of Total Total Acreage (ac) 9.18 ----- Total Impervious Acreage (ac) 5.13 55.9 Total impervious surface served by flow control facility(ies) (sq ft) Impervious surface served by flow control facility(ies) designed 1990 or later (sq ft) Impervious surface served by pervious surface absorption (sq ft) Impervious surface served by approved 129,809 58.1 water quality facility(ies) (sft) q PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES 4/24/2016 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D Page 1 STORMWATER FACILITY SUMMARY SHEET ( provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Olympic View K-8 Project Location 2626 SW 327th ST, Federal Way, WA 98023 ROL FACILITY: Basin: DPER Permit No. Downstream Drainage Basins: Major Basin Name Dumas Bay Immediate Basin Name Facility Name m r L New Facility Facility Location ❑ Existing Facility UIC? ❑ yes ❑ no UIC Site ID: Live Storage ❑ cu.ft. Live Sto Volume�Factor Volume I ac.ft. Depth (ft) of Sa Control Structure location: Type of Control Structure: ❑ Riser in vault ❑ Riser in Type II CBS ❑ Weir in T�c�ae't1'C B No. of Orifices/ ctions Size i ice/Restriction (in.) No.1 (numbered starting with lowest No.2 orifice): No.3 (inches in decimal format) No.4 Project Impe s Acres Served of Total Project Impervious Acres Served No. of Lots Served Dam Safety Regulations (WA State Dept of Ecoloev): Re' Volume cu.ft. above natura ❑ ac.ft. Depth of Reservoir above natural grade WATER QUALITY FACILITIES I Design Information Indicate no. of water quality facilities/BMPs for each type: Water Quality design flow (cfs) #1: 0.0183, #2: 0.0559, #3: 0.0627, #4: 0.0562 Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) Filter strip Water Quality storage volume (wetpool) (cu.ft.) Biofiltration swale ❑ regular, []wet or E Landscape management plan ❑ Farm management plan ❑ continuous inflow Wetvault ❑ combined w/detention High flow bypass structure (e.g., flow-splitter catch basin) Wetpond ❑ basic I large ❑ combined w/detention Oil/water separator ❑ baffle ❑ coalescing plate Pre -settling pond 4 Storm filter (Filterra) Stormwater wetland 3 Pre -settling structure (Manufacturer: Contech CDS ) Sand filter ❑ basic ❑ large Sand bed depth Catch basin inserts (Manufacturer: ) ❑ regular ❑ linear ❑ vault I (inches) Source controls • Is facility lined? ❑ yes ❑ no If so, what marker is used above liner? Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). 4/24/2016 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D Page 2 ay o a� I oaf i / - i �� / dno a3��oa aano a3N a _ -- < ��y ti0 ti6 �•`0� '�28b /so sr n w ?6TWAVENUE SW j — — �— — — — v �� v rt — NOR COLLECT R) — — — — s� — — — — s ss �s ss ss ss� ass s � � �� sv JC S -- ''htY- OS S S aS a ee as � 6g �2 — �Tr -- - a z8 _zap— —2�� —as as r as as as _ coNc N le�' - - — - P _ 5 ,y9a� �. -0 2 --?8h- / A CMP DETE ON i l 1r j / ov sE��. 1 CONTECH CD28� S _ _ Y _ 286- _-- - - CONTECH CDS ° _j h,I<1 FILTERRA VAULTS 0S' �/ - / /^�IIII�II � � � -- \\ �\ ••. :• -'•• \ \ 4FACILITY #2 INFILTRATION WATER QUALITY Qo FACILITY #3 WATER QUALITY II � _ r l FACILITY #2 �- 5p • ss ss SS ss ss ss . •• s ssl • ss , Ss' 7 QIv 2N; INFILTRATION I MPDETENTI 1� Q YST9 I v Q N _ ' ' FACILITY #1 EM #1 — zs9 — . {> II as II I \ \ ' I I � � \I as \ I I tig9- _ � 1 N r; Q � I ? .. , ,• 41fi 1 I .r. • •�'�. 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I \ i / i I I � \11�1 / / � Tv T T\T T\" T 1 / ® I I � ,—' I ••J � ..�' WATER QUALITY T p I\a , , A VA FACILITY #1 FILTER�2AVAU #1 11 \ V`\T T\ A A' T�,. \ II ps _--- -------- - -- - --- k cis -- - - 1 � s � x (WATERMALITY) / 1I AV ATE \ T T �I i-� - M M M� 1 1 - _ • SS SS as AA a � A _ _ _ /J ek RIM2 286aS w srce szoe - e sa 71 is, rco ❑ T ii282 °28- s-=- _ 4—.2-_- 277 - _ � /�/�� '_---- —GIs- i��-� �^ i v V� - - sra we+s.0,_= FACILITY SUMMARY SHEET SKETCH 255 S. King Street, Suite 800, Seattle, WA 98104 1 206.426.2600 1 tACOBSONENGINEERS.COM IBC JACOBSON L GM 1 J ETI 14G EMG 1M E E NS RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT PROHIBITING USE OF LEACHABLE METALS Grantor: Federal Way Public Schools Grantee: King County Legal Description: PARCEL A: THE EAST 520 FEET OF THE NORTH HALF OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. Additional Legal(s) on: EXHIBIT A Assessor's Tax Parcel ID#: 132103-9008 IN CONSIDERATION of the approved King CountyCommercial Site Development permit for application No. relating to real property legally described above, the undersigned as Grantor(s), declares(declare) that the above described property is hereby established as having a prohibition on the use of leachable metals on those portions of the property exposed to the weather for the purpose of limiting metals in stormwater flows and is subject to the following restrictions. The Grantor(s) hereby covenants(covenant) and agrees(agree) as follows: no leachable metal surfaces exposed to the weather will be allowed on the property. Leachable metal surfaces means a surface area that consists of or is coated with a non-ferrous metal that is soluble in water. Common leachable metal surfaces include, but are not limited to, galvanized steel roofing, gutters, flashing, downspouts, guardrails, light posts, and copper roofing. King County or its municipal successors shall Form Revised 12/12/06 have a nonexclusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring that no leachable metal is present on the Property. This easement/restriction is binding upon the Grantor(s), its heirs, successors, and assigns unless or until a new drainage or site plan is reviewed and approved by the Department of Development and Environmental Services or its successor. Form Revised 12/12/06 IN WITNESS WHEREOF, this Declaration of Covenant is executed this day of , 20 GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 20 Printed name Notary Public in and for the State of Washington, residing at My appointment expires Form Revised 12/12/06 EXHIBIT A - ADDITIONAL LEGAL LEGAL DESCRIPTION PARCEL A: THE EAST 520 FEET OF THE NORTH HALF OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON. PARCEL B: THE EAST 520 FEET OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON. PARCEL C: THE EAST 520 FEET OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M.; EXCEPT THE NORTH 150 FEET THEREOF; ALSO EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON. RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Federal Way Public Schools Grantee: King County Legal Description: PARCEL A: THE EAST 520 FEET OF THE NORTH HALF OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. Additional Legal(s) on: EXHIBIT B Assessor's Tax Parcel ID#: 132103-9008 IN CONSIDERATION of the approved King County Commercial Site Development permit for application No. relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with King County, a political subdivision of the state of Washington and its municipal successors in interest and assigns ("King County" and "the County", or "its municipal successor"), that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 Form Revised 12/12/06 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and best management practices ("BMPs") identified in the plans and specifications submitted to King County for the review and approval of permit(s) #: Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. King County shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with King County Code ("KCC") 9.04.120 or relevant municipal successor's codes as applicable. This right of ingress and egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3 below, shall not extend over those portions of the Property shown in Exhibit "A." 3. If King County determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, the Director of the Water and Land Resources Division or its municipal successor in interest ("WLR") shall give notice of the specific maintenance and/or repair work required pursuant to KCC 9.04.120 or relevant municipal successor's codes as applicable. The Director shall also set a reasonable time in which such work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the Director, the County may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the County's intention to perform such work. This work will not commence until at least seven (7) days after such Form Revised 12/12/06 2 notice is mailed. If, within the sole discretion of the WLR Director, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time King County reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codes as applicable and herein incorporated by reference, the WLR Director or equivalent municipal successors official may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the County as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from the King County WLR Director prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of King County and its Form Revised 12/12/06 municipal successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and King County or the municipal successor that is recorded by King County in its real property records. Form Revised 12/12/06 4 IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: 20 , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of 120 Printed name Notary Public in and for the State of Washington, residing at My appointment expires Form Revised 12/12/06 I� ��®d = - ►mom®��-��P EXHIBIT B - ADDITIONAL LEGAL LEGAL DESCRIPTION PARCEL A: THE EAST 520 FEET OF THE NORTH HALF OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON. PARCEL B: THE EAST 520 FEET OF THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M. EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON. PARCEL C: THE EAST 520 FEET OF THE NORTH HALF OF THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 13, TOWNSHIP 21 NORTH, RANGE 3 EAST OF THE W.M.; EXCEPT THE NORTH 150 FEET THEREOF; ALSO EXCEPT THE EAST 30 FEET THEREOF CONVEYED TO KING COUNTY FOR 26TH AVENUE SOUTHWEST, BY INSTRUMENT RECORDED OCTOBER 5, 1966 UNDER RECORDING NO. 6111206, RECORDS OF KING COUNTY, WASHINGTON.