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22-100630-Preliminary TIR-02-10-2022-V1 PRELIMINARY TECHNICAL INFORMATION REPORT BigFoot Java Federal Way 803 S 348th St , Federal Way, Washington 98003 Prepared for: Steve Davis 6124 Panorama Dr NE Tacoma, WA 98422 253.606.5586 Prepared by: Kristen Orndorff, PE KWO Engineering, PLLC 4505 91st Ave SE Mercer Island, WA 98040 kristen@kwoeng.onmicrosoft.com 206.755.3951 January 14, 2022 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 2 January 2022 Table of Contents Section 1 - Project Overview ......................................................................................................................... 3 Section 2 – Conditions and Requirements Summary ................................................................................... 6 Section 3 – Offsite Analysis ........................................................................................................................... 7 Task 1. Study Area Definition and Maps .................................................................................................. 7 Task 2. Resource Review .......................................................................................................................... 8 Task 3. Field Inspection ............................................................................................................................ 8 Task 4. Drainage System Description and Problem Descriptions ............................................................ 8 Task 5. Mitigation of Existing or Potential Problems ............................................................................... 8 Section 4 – Flow Control, Low Impact Development (LID) and WQ Facility Analysis and Design .............. 10 Existing Site Hydrology (Part A) .............................................................................................................. 10 Developed Site Hydrology (Part B).......................................................................................................... 10 Performance Standards (Part C) ............................................................................................................. 10 Flow Control System (Part D) .................................................................................................................. 13 Water Quality System (Part E) ................................................................................................................ 13 Section 5 – Conveyance System Analysis and Design ................................................................................. 14 Section 6 – Special Reports and Studies ..................................................................................................... 15 Section 7 – Other Permits ........................................................................................................................... 15 Section 8 – CSWPP Plan Analysis and Design .............................................................................................. 16 ESC Plan Analysis and Design (Part A) ..................................................................................................... 16 SWPPS Plan Design (Part B) .................................................................................................................... 19 Section 9 – Bond Quantities, Facility Summaries, and Declaration of Covenant ....................................... 19 Section 10 – Operations and Maintenance Manual ................................................................................... 19 Appendix A – TIR Worksheet (Figure 1) ...................................................................................................... 20 Appendix B – Geotechnical Report ............................................................................................................. 21 Appendix C – WWHM ................................................................................................................................. 22 Appendix D – Engineering Plans ................................................................................................................. 23 Appendix E – Operations and Maintenance Manual .................................................................................. 24 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 3 January 2022 Section 1 - Project Overview The site is located at 803 S 348th St, Federal Way, WA 98003 (see Figure 1 below) and encompasses one King County parcel: 2021049087. The approximately 0.57 ac lot is zoned CE and bordered by S 348th St to the north, King County Metro Transit South Federal Way Park and Ride to the east and south and City of Federal Way West Hylebos Wetland Park to the west. At one point, the property had a single-family residence, which has since been removed. Some improvements were constructed as part of a previously approved development for a car wash facility that was never completed. Those improvements included a retaining wall, grading, base course, fencing and storm outfall. The site is predominantly gravel with some vegetation at the perimeter. A wetland buffer is located on the southwestern corner of the lot. Access to the site is taken from S 348th Street. The TIR Worksheet is included as Figure 1 in Appendix A of this report. Figure 2 – Site Location The project will construct a new drive-thru coffee stand and associated improvements, including drive aisles, parking, trash enclosure, lighting, pedestrian plaza and utilities. Existing onsite improvements, including the retaining wall, most fencing, and the stormwater outfall will remain. N NTS Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 4 January 2022 Stormwater currently sheet flows to the west, discharging to the City’s West Hylebos Wetland Park (see Figure 3 below). This flow path will be maintained, and the proposed stormwater facilities will discharge to the existing flow spreader outfall near the west property line. The project will also construct some offsite street improvements, including curb and gutter, sidewalk, planter and driveway apron in the S 348th St right-of-way. Figure 3 – Drainage Basins, Subbasins, and Site Characteristics According to the USDA NRCS Web Soil Survey (see Figure 4), the northern portion of the site and the southeast corner is underlain with Everett-Alderwood gravelly sandy loams, 6 to 15 percent slopes. The southern portion of the site is underlain with Seattle muck. Site soils are further discussed in the geotech report, which is included in the Appendix. SITE S 348th St Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 5 January 2022 Figure 4 – Soils Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 6 January 2022 Section 2 – Conditions and Requirements Summary Drainage review is required per FWRC 16.15.010 because the project adds 2,000 square feet or more of new plus replaced impervious surface. Drainage review requirements for this project are based on the 2016 King County Surface Water Design Manual (KCSWDM) and the City of Federal Way Addendum (January 8, 2017). Projects subject to Title 16 shall determine water quality and stormwater review requirements using Section 1.1.1.A (Step 3) and 1.1.1.B (Step 4) of the addendum. The project is a new development with over 2,000 square feet of new impervious surface, therefore Water Quality Review (Core Requirement #8) is required per Step 3 and Stormwater Review is required per Step 4. Finally, per KCSWDM Section 1.1.2, the project results in 2,000 square feet or more of replaced impervious surface, but is not subject to Simplified Drainage Review, Directed Drainage Review or Large Project Drainage Review, therefore Full Drainage Review applies. Following is a list of the applicable core and special requirements, along with descriptions of how each will be met: Core Requirement #1: Discharge at Natural Location The site consists of one TDA. The natural/existing discharge location to the existing storm level spreader outfall to West Hylebos Wetland Park will be maintained. Core Requirement #2: Offsite Analysis A Level 1 downstream analysis and evaluation of the upstream drainage was performed. See Section 3 of this TIR. Core Requirement #3: Flow Control The project is located within a Level 2 flow control area (aka conservation flow control area) and requires a flow control facility. See Section 4. Core Requirement #4: Conveyance System New pipe systems and outfalls will meet KCSWDM Section 4.1 and 4.2. See Section 5. Core Requirement #5: Erosion and Sediment Control A TESC plan and report have been prepared. The plan is included in the civil set and the report narrative is included in Section 8 of this TIR. The project is not subject to coverage under the Department of Ecology Construction Stormwater General Permit (NPDES) because less than an acre will be disturbed. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 7 January 2022 Core Requirement #6: Maintenance & Operations Onsite drainage facilities will be privately maintained. An operation and maintenance manual is included in the Appendix. Core Requirement #7: Financial Guarantees & Liability Financial guarantees will be provided as required by the City of Federal Way. Core Requirement #8: Water Quality The project is located within the Enhanced Basic Water Quality Area and requires a water quality treatment facility. See Section 4. Core Requirement #9: Flow Control BMPs Flow Control BMPs will be applied to the extent feasible using the lists method per KCSWDM Section 1.2.9.2. See Section 4 of this TIR. Special Requirement #1: Other Adopted Requirements There are no other known adopted requirements. Special Requirement #2: Flood Hazard Area Delineation N/A – The project is not located within a FEMA floodway or 100-year floodplain. Special Requirement #3: Flood Protection Facilities N/A – The project will not rely on an existing flood protection facility (levee or revetment) or modify/construct a new flood protection facility (levee or revetment). Special Requirement #4: Source Control Source control BMPs as required for the commercial use. Special Requirement #5: Oil Control N/A – The project is not a high-use site. Section 3 – Offsite Analysis Task 1. Study Area Definition and Maps The site is identified in the figure on the following page. The study extends downstream for one quarter mile in the field and one mile for resource review. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 8 January 2022 Task 2. Resource Review Per King County iMAP and Federal Way maps, the site is located within the Hylebos Creek Drainage Basin, which is within the Puyallup River watershed (Puyallup-White WRIA #10). The site is next to a wetland and a small portion of the southwest corner of the lot has wetland buffer. The north half of the site is within an area with low susceptibility to groundwater contamination, while the south half of the site is within an area with medium susceptibility to groundwater contamination. There are no other environmentally sensitive areas nearby. Task 3. Field Inspection A Level 1 Downstream Analysis and was performed on August 22, 2021. Conditions were sunny and dry. Runoff generally flows from east to west across the site and disperses westerly into the West Hylebos Wetland Park. Runoff continues to disperse through the vegetation in the Wetland park in a southwesterly direction toward an unclassified channel tributary to Hylebos Creek for more than a quarter mile. Upstream, offsite runoff does not appear to enter the site. S 348th Street is to the north and the Park and Ride is to the east and south – both have a separate drainage system. Task 4. Drainage System Description and Problem Descriptions There are no apparent drainage problems. The downstream drainage flow path is shown in Figure 5 on the following page. Task 5. Mitigation of Existing or Potential Problems There are no known existing or potential drainage problems. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 9 January 2022 Figure 5 – Downstream Drainage System Map SITE S 348th St Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 10 January 2022 Section 4 – Flow Control, Low Impact Development (LID) and WQ Facility Analysis and Design Existing Site Hydrology (Part A) The existing site consists of one subbasin (or TDA), which is delineated in Figure 6 on the following pages. It comprises the lot (excluding wetland buffer) plus offsite improvements, which totals 0.607 acres of till and is modeled as forested land cover (historic condition). Western Washington Hydrology Model (WWHM) has been used to analyze site hydrology; the report output is included in the Appendix. Developed Site Hydrology (Part B) The developed site consists of the same subbasin (or TDA) as for existing and is shown in Figure 7 on the following pages. The total area is 0.607 acres of till, which includes of 0.419 acres impervious and 0.188 acres pasture for landscape areas that will have soil amendment. Western Washington Hydrology Model (WWHM) has been used to analyze site hydrology; the report output is included in the Appendix. Performance Standards (Part C) The site is subject to Level 2 (Conservation) flow control, Enhanced Basic water quality treatment menu and standard conveyance system capacity requirements. Flow control BMPs are required to be evaluated per Section 1.2.9.2.2 and Core Requirement #9. ASPHALT GRASS GRASS GRASS GRASS ECOLOGY BLOCK WALL GRAVEL GRAVEL GRAVEL GRAVEL WET L A N D A R E A PARK A N D RI DE CONC. SIDEWALK CONC. SIDEWALK CONC. SIDEWALK CUT APPROACHCUT APPROACH XX GATE 5' CHAIN LINK FENCE 5' CHAIN LINK FENCE ECOLOGY BLOCK WALL ECOLOGY BLOCK WALL AREA ASPHALT 100.00'N 88°39'36" W 250.00'N 01°15'41" E100.00'N 88°39'36" W 250.00'N 01°15'41" EI.E. = 225.02' (TOP STOVE PIPE) I.E. = 223.62' (30" CMP E.) I.E. = 223.52' (12"CMP W.) RIM = 230.02' TYPE 2 C.B.TYPE I C.B. RIM = 225.78' I.E. = 221.42' (12"CMP W.) I.E. = 221.43' (12"CMP E.) I.E. = 216.90' (C/L CHANNEL) 8" N/S I.E. = 216.90' (C/L CHANNEL) 12" E/W RIM = 225.00' S.S. MANHOLE SOUTH 348TH STREET 2021049034 2222222232232242 2 4 225 225 225225226226226 226226227227 227227228228229 229 230231S 50'CIVIL DESIGN + CONSULTINGKWO ENGINEERING, PLLCSOUTH 348TH STREET SSSSSSSSSSSSSSWWWWSDSDSDSD SD SDSDSDSDS S SD WET L A N D A R E A PARK A N D RI DE 100.00'N 88°39'36" W 250.00'N 01°15'41" E100.00'N 88°39'36" W 250.00'N 01°15'41" ESOUTH 348TH STREET 2021049034 2222222232232242 2 4 225 225 225225226226226 226226227227 227227228228229 229 23023150'CIVIL DESIGN + CONSULTINGKWO ENGINEERING, PLLCSOUTH 348TH STREET Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 13 January 2022 Flow Control System (Part D) The engineering plans are included in the Appendix to provide an illustrative sketch of the proposed facilities. The site is subject to the flow control facility requirement. The flow control system will consist of CMP underground detention tank system. The facility has been sized to meet the duration standard with WWHM; the project report is included in the Appendix. The project is subject to individual lot BMP requirements per KCSWDM Section 1.2.9.2. This project falls in the category of Large Lot BMP Requirements because the proposed project is on a site/lot larger than 22,000 sf within the UGA. The requirements are evaluated below: 1. Full dispersion is not feasible because a native vegetated flowpath segement of 100 feet is not available onsite. 2. Full infiltration of roof runoff is not feasible because onsite soils are glacial till per geotech. 3. Full infiltration, limited infiltration, bioretention and permeable pavement are not feasible because onsite soils are glacial till per geotech. 4. Basic dispersion is not feasible because the vegetated flow path segments of 50 feet and 25 feet for the dispersion devices are not available. 5. BMPs must be implemented at minimum for an impervious area equal to at least 10% of the site/lot, which is 2,548 sf for this project (0.607 ac site - 0.022 ac buffer x 0.1 = 0.059 ac = 2,548 sf). This area will be mitigated by fee in lieu if required by the City. 6. New pervious surface shall be protected; the duff layer and native topsoil shall be retained to the maximum extent possible. Soil amendment shall be used to mitigate where compaction or removal of some or all the duff layer or underlying topsoil has occurred. 7. Roofs do not directly connect to the local drainage system (there is an onsite detention system), so perforated pipe is not required. Water Quality System (Part E) The engineering plans are included in the Appendix to provide an illustrative sketch of the proposed facilities. A BioPod BioFilter by Oldcastle is proposed upstream of detention to meet Enhanced Basic water quality treatment requirements. The water quality flow rate (online adjusted for 15 min) of 0.0671 cfs and 100 year peak bypass flow rate of 0.335 cfs are handled by the 4’ by 8’ unit, which allows up to 0.085 cfs to meet WA Ecology GULD requirements for Enhanced Basic with bypass capacity of 5.0 cfs. WWHM calcs are included in the Appendix. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 14 January 2022 Section 5 – Conveyance System Analysis and Design New pipe systems shall be designed with enough capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for offsite tributary areas. Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a severe flooding problem or severe erosion problem. The proposed pipe system will generally consist of catch basins and 8” diameter storm drain. The method used for sizing of the new pipe system is the Uniform Flow Analysis Method. Each pipe within the system is sized and sloped such that its barrel capacity at normal full flow (computed by Manning’s equation below) is equal to or greater than the design flow. The proposed pipe system shall covey the 25-year peak flow for the developed unmitigated scenario. WWHM was used to calculate the developed unmitigated design flows; the flows are shown in the screenshot that follows. 𝑃 =1.49𝐴𝑃0.67 𝑟0.5 𝑛=1.49(0.342)(0.165)0.67 0.0050.5 0.012 =0.90 𝑐𝑓𝑟 𝐴=𝜋𝑟2 = 𝜋(0.33)2 =0.342 𝑃=2𝜋r =2𝜋(0.5)=2.073 𝑃=𝐴 𝑃=0.342 2.073 =0.165 𝑛=0.012 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 15 January 2022 The proposed flow capacity, Q, for an 8” pipe laid at 0.50% is 0.90 cfs, which is greater than the 25-year peak flow for the entire developed unmitigated site of 0.275 cfs. It is also greater than the 100-year peak flow for the entire site of 0.335 cfs. Section 6 – Special Reports and Studies A Geotechnical Report (see Appendix) has been prepared for this project. Section 7 – Other Permits Permits as required by City of Federal Way, including Right-of-Way Use, Building permit, Site Plan Approval (Land Use Process II), and Lakehaven Water and Sewer District. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 16 January 2022 Section 8 – CSWPP Plan Analysis and Design ESC Plan Analysis and Design (Part A) A temporary erosion and sedimentation control (ESC) plan is included in the construction drawings. Following is a narrative of the erosion control requirements and best management practices for the project: Clearing Limits Prior to any land disturbing activities, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked to prevent damage and offsite impacts. Clearing shall be minimized to the maximum extent practicable. On the ground, clearing limits must be clearly marked with brightly colored tape or plastic or metal safety fencing. If tape is used, it should be supported by vegetation or stakes, and should be about 3 to 6 feet high and highly visible. Equipment operators should be informed of areas of vegetation that are to be left undisturbed. Cover Measures All exposed and unworked soils shall be stabilized through the application of cover measures to protect the soil from the erosive forces of raindrop impact, flowing water and wind erosion. Straw mulching and plastic covering shall be implemented. Nets and blankets, seeding and sodding may also be applied. Cover measures must be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). These time limits may be relaxed if an area poses a low risk of erosion due to soil type, slope gradient, anticipated weather conditions , or other factors. Conversely, the City may reduce these time limits if site conditions warrant greater protection (e.g., adjacent to significant aquatic resources or highly erosive soils) or if significant precipitation is expected. Any area to remain unworked for more than 30 days shall be seeded or sodded unless the City determines that winter weather makes vegetation establishment infeasible. During the wet season, exposed ground slopes and stockpile slopes with an incline of 3 horizontal to 1 verti cal (3H:1V) or steeper and with more than ten feet of vertical relief shall be covered if they are to remain unworked for more than 12 hours. Also, during the wet season, the material necessary to cover all disturbed areas must be stockpiled onsite. The intent of these cover requirements is to have as much area as possible covered during any period of precipitation. Perimeter Protection Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 17 January 2022 Install perimeter projection prior to any upslope clearing and grading. Silt fence, wattles, vegetated strips, fiber rolls, sand/gravel barriers, brush/rock filters may be used. Traffic Area Stabilization The existing driveway shall be used for construction ingress/egress and parking. Sediment Retention Runoff from disturbed areas shall pass through a sediment control measure to prevent the transport of sediment downstream until the disturbed area is fully stabilized. Sediment controls shall be installed as one of the first steps in grading and shall be functional before land disturbing activities take place. This project shall use silt fence or equal. Sediment must be removed from the silt fence when it is 6 inches high. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing chan nelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. Surface Water Collection Stormwater runoff originating on the site and/or entering the site from offsite areas must be controlled to minimize erosion of disturbed areas and exposed cut and fill slopes. Runoff shall be managed by dispersion to the extent possible. Dewatering Control No dewatering is anticipated for this project. (Accumulated water in foundation areas, excavations, and utility trenches shall be removed and disposed of in a manner that does not pollute surface waters or cause downstream erosion or flooding, such as onsite infiltration or dispersion.) Dust Control Dust control shall be implemented when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. Water is the most common dust control (or palliative) used in the area. When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated by spraying. Exposed areas shall be re-sprayed as needed. Flow Control Surface water from disturbed areas may be routed through the project’s onsite flow control facility or other provisions must be made as necessary to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction. If the project’s onsite flow control facility is used, it shall be cleaned following construction activities. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 18 January 2022 Control Pollutants All construction activities shall be done in a manner that prevents pollution of surface waters and ground waters as specified in King County’s Stormwater Pollution Prevention Manual (SPPM). The following measures shall be implemented: 1. All pollutants, including waste materials, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. 2. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present on the site (see Chapter 173-304 WAC). Onsite fueling tanks shall include secondary containment. 3. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed onsite using temporary plastic placed beneath and, if raining, over the vehicle. 4. Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturer’s recommendations for application rates and procedures shall be followed. 5. Measures shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sourced include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water Protect Existing and Proposed Flow Control BMPs N/A – The project does not have any existing or proposed flow control BMPs. Maintain BMPs Inspect, maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function . The CSWPP supervisor shall review the site for ESC and SWPPS at least weekly and within 24 hours of significant storms. The CSWPP supervisor shall also review the site during periods of active construction where maintenance conditions change with construction activity. Inspections may be reduced to once per month for temporarily stabilized, inactive sites. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 19 January 2022 All temporary ESC measures shall be removed prior to final construction approval, or within 30 days after final site stabilization is achieved or after the temporary measures are no longer needed. Trapped sediment shall be removed or stabilized onsite. Disturbed soil areas resulting from removal of measures or vegetation shall be permanently stabilized. At a minimum, disturbed areas must be seeded and mulched to ensure that sufficient cover will develop shortly after final approval. Mulch without seeding is adequate for small areas to be landscaped before October 1. Manage the Project The contractor shall designate a CSWPP supervisor who shall be responsible for the performance, maintenance, and review of ESC and SWPPS measurers and for compliance with all permit conditions relating to CSWPP. Phase work to the maximum degree practicable and consider seasonal work limits. Maintain an updated construction SWPPP in accordance with City requirements and King County Surface Water Design Manual Appendix D requirements. SWPPS Plan Design (Part B) See section entitled “Control Pollutants” in Part A above. Section 9 – Bond Quantities, Facility Summaries, and Declaration of Covenant A bond quantities worksheet, facility summary sheet and declaration of covenant will be provided as required by the City during final engineering. Section 10 – Operations and Maintenance Manual An operations and maintenance manual is included in the Appendix. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Appendix A – TIR Worksheet (Figure 1) Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Appendix B – Geotechnical Report August 24, 2021 Steve Davis 6124 Panorama Drive NW Tacoma, WA 98422 (253) 606-5586 stevedavisexcavating@gmail.com Geotechnical Engineering Report Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 Doc ID: Davis.S348thSt.RG INTRODUCTION This Geotechnical Engineering Report summarizes our recent site observations, subsurface explorations, laboratory testing and engineering analyses, and provides geotechnical recommendations and design criteria for the proposed Bigfoot Java drive-thru coffee shop to be constructed at 803 South 348th Street in Federal Way, Washington. The location of the site is shown on the Site Location Map, Figure 1. Our understanding of the project is based on our discussions with you; our previous work at the subject site; our August 3, 2021 site visit; and our understanding of the City of Federal Way development codes, and our experience in the area. We understand that you propose to construct a drive thru coffee shop with a paved parking area at the site. We anticipate that the structure will be a one- story, wood framed structure founded on conventional shallow footings. The proposed site plan is included as the Site & Exploration Plan, Figure 2. We understand that the City of Federal Way uses the 2016 version of the King County Surface Water Design Manual (KCSWDM) with addendum to confirm subsurface conditions and to address the feasibility of the onsite infiltration of stormwater runoff generated by the proposed development. This Geotechnical Engineering Report addresses the feasibility of the site soils to support infiltration BMPs and provides geotechnical design recommendations for the proposed commercial development. SCOPE The purpose of our services was to evaluate the surface and subsurface conditions across the site as a basis for providing geotechnical recommendations and design criteria for the subject site. Specifically, the scope of services for this project included the following: 1. Reviewing the available geologic, hydrogeologic, and geotechnical data for the site area; 2. Observing subsurface conditions across the site by monitoring the excavation of three test pits at select locations across the site; Davis.S348thSt.RG August 24, 2021 page | 2 3. Providing geotechnical conclusions and recommendations regarding site grading activities including; site preparation, subgrade preparation, fill placement criteria, suitability of on - site soils for use as structural fill, temporary and permanent cut and fill slopes, drainage and erosion control measures; 4. Providing recommendations and design criteria for stormwater runoff mitigation measures, including but not limited to a cutoff or French drain; and 5. Providing recommendations for seismic design parameters, including 2018 IBC site class; 6. Providing geotechnical conclusions regarding foundations and floor slab support and design criteria, including bearing capacity and subgrade modulus as appropriate; 7. Providing our opinion about the feasibility of onsite infiltration including a preliminary design infiltration rate based on grain size data per the 2016 King County Stormwater Design Manual, if applicable; and, 8. Preparing a written Geotechnical Engineering Report summarizing our site observations and conclusions, and our geotechnical recommendations and design criteria, along with the supporting data. The above scope of work was summarized in our Proposal for Geotechnical Engineering Services dated August 2, 2021. We received written authorization to proceed the same day. SITE CONDITIONS Surface Conditions As stated, the subject site is located at 803 South 348th Street in Federal Way, Washington in an area of existing commercial development. According to the King County iMap website, the site is rectangular in shape, measures approximately 100 feet wide (east to west) by approximately 250 feet long (north to south) and encompasses approximately 0.57 acres. The site is mostly undeveloped but there is a large modular concrete retaining wall on portions of the south and west side of the parcel. The site is bounded by undeveloped land to the west and south, a parking lot to the east, and South 348th Street to the North. According to topographic information obtained from the King County iMap website and our site observations, the ground surface of the site is relatively flat with a gentle slope to the southwest at approximately 1 to 5 percent. Along the southeastern, southern, and western borders of the site there is a block wall that extends down from the site. The wall varies in height from approximately 3 to 10 feet. The total topographic relief of the site is on the order of approximately 15 feet. The existing site layout and topography are shown on the Site Vicinity Map, Figure 3. Vegetation across the site generally consists of sparse unmaintained grasses with scattered coniferous and deciduous trees along the perimeters of the site. No springs or seepage was observed at the time of our site visits. No evidence of erosion, soil movement, landslide activity or deep-seated slope instability was observed at the site or the adjacent areas at the time of our site visit. Site Soils The Natural Resource Conservation Service (NRCS) Web Soil Survey maps the site as being underlain by Everett-Alderwood gravelly sandy loams (EwC) soils and Seattle Muck (Sk) soils. An excerpt of the NRCS map for the site vicinity is attached as Figure 4. Descriptions of the mapped soils are provided below. Davis.S348thSt.RG August 24, 2021 page | 3 Everett-Alderwood gravelly sandy loams (EwC): The Everett-Alderwood soils are mapped as underlying the northern portion of the site, are derived from basal till with some volcanic ash, form on slopes of 6 to 15 percent, are considered to have a “slight to moderate” erosion hazard when exposed, and are included in hydrologic soils group B. Seattle Muck (Sk) soils: The Seattle Muck soils are mapped as underlying the southern portion of the site, are derived from grassy organic material, form on slopes of 0 to 1 percent, are considered to have a “slight” erosion hazard when exposed, and are included in hydrologic soils group B/D. Site Geology The Geologic Map of the Poverty Bay 7.5-minute Quadrangle, Washington, Derek B. Booth, Howard H. Waldron, and Kathy G. Troost (2003) indicates the site is underlain by Recessional Outwash Deposits (Qvr), with glacial till (Qgt) being mapped within the site vicinity. These glacial soils were deposited during the Vashon Stade of the Fraser glaciation, approximately 12,000 to 15,000 years ago. An excerpt of the above referenced geologic map is attached as Figure 5. Descriptions of the mapped geologic units are provided below. Recessional Outwash Deposits (Qvr): The recessional outwash soils typically consist of a poorly to well sorted, lightly stratified mixture of sand and gravel that may contain localized deposits of clay and silt that were deposited by meltwater streams emanating from the retreating ice mass. glacial till (Qgt): Glacial till is also mapped in the vicinity of the site and generally underlays the recessional outwash. Glacial till consists of a heterogeneous mixture of clay, silt, sand, and gravel that was deposited at the base of the prehistoric continental ice mass and was subsequently overridden. No areas of landslide deposits or mass wasting are noted on the referenced map on or within the immediate vicinity of the site. Subsurface Explorations On August 3, 2021, we visited the site and monitored the excavation of three test pits to depths of about 8 to 8¼ feet below the existing grade, logged the subsurface conditions encountered in each test pit, and obtained representative soil samples. The test pits were excavated by a small track - mounted excavator operated by you. The specific number, locations, and depths of our explorations were selected by based on the proposed configuration of the proposed development and were adjusted in the field based on consideration for site access limitations, underground utilities, existing site conditions, and current site usage. The soil densities presented on the test pit logs are based on the difficulty of excavation and our experience. Representative soil samples obtained from the explorations were placed in sealed plastic bags and taken to our laboratory for further examination and testing as deemed necessary. Each test pit was backfilled with the excavated soils and bucket tamped, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience and extent of prior exploration in the area, it is our opinion that the soils encountered in the exploration Davis.S348thSt.RG August 24, 2021 page | 4 are generally representative of the soils at the site. Table 1, below, summarizes the approximate functional locations, surface elevations, and termination depths of our test pits. TABLE 1: APPROXIMATE LOCATIONS, ELEVATIONS, AND DEPTHS OF EXPLORATIONS Test Pit Number Functional Location Surface Elevation1 (feet) Termination Depth (feet) Termination Elevation1 (feet) TP-1 TP-2 TP-3 Northern portion of site Central portion of site Southern portion of site 227 226 225 8¼ 8 8 218¾ 218 217 Notes: 1 = Surface Elevations estimated by interpolating between contours provided on the King County GIS (NAVD 88) The approximate locations and numbers of our test pits are shown on the attached Site & Exploration Plan, Figure 2. The indicated locations were determined by taping or pacing from existing site features and reference points; as such, the locations should only be considered as accurate as implied by the measurement method. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) and ASTM D2488. The USCS is included in Appendix A as Figure A-1, while the descriptive logs of our test pits are included as Figures A-2 and A-3. Subsurface Conditions At the locations of our subsurface explorations we encountered fairly uniform subsurface conditions that, in our opinion, generally differed from the mapped stratigraphy. Our test pits encountered approximately 5¼ to 7½ feet of grey poorly graded gravel with some coarse sand in a dense, moist condition. We were informed that these soils are fill placed during previous construction activities. No compaction tests were provided to us, but the soil did appear compacted. Underlying the fill, our test pits encountered grey to tan silty sandy gravel in a dense, moist condition. We interpret these soils to be consistent with glacial till. These soils were encountered to the full depth explored. Laboratory Testing Geotechnical laboratory tests were performed on select samples retrieved from our exploration to estimate index engineering properties of the soils encountered. Laboratory testing included visual soil classification per ASTM D2488, moisture content determinations per ASTM D2216, and grain size analysis per ASTM D6913. Groundwater Conditions At the locations of our test pits we did not encounter groundwater seepage within the depths explored. However, we did observe iron-oxide staining/discoloration, otherwise known as mottling, at approximately 5¼ to 7½ feet below existing ground surface. Mottling is generally indicative of a seasonal or fluctuating groundwater surface, often associated with perched groundwater. Perched groundwater table develops when the vertical infiltration of precipitation through a more permeable soil, is slowed at depth by a deeper, less permeable soil type. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off-site construction activities, and site Davis.S348thSt.RG August 24, 2021 page | 5 utilization. Analysis or modeling of anticipated groundwater levels during construction is beyond the scope of this report. ENGINEERING CONCLUSIONS AND RECOMMENDATIONS Based on the results of our data review, site reconnaissance, subsurface explorations and our experience in the area, it is our opinion that the construction of the drive-thru coffee shop is feasible from a geotechnical standpoint. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed development are presented below. Seismic Design The site is located in the Puget Sound region of western Washington, which is seismically active. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American plate at the Cascadia Subduction Zone (CSZ). This produces both intercrustal (between plates) and intracrustal (within a plate) earthquakes. In the following sections we discuss the design criteria and potential hazards associated with the regional seismicity. Seismic Site Class Based on our observations and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class “C” for the onsite soils in accordance with the 2018 IBC (International Building Code) documents and ASCE 7-16 Chapter 20 Table 20.3-1. This is based on the observed density of the encountered glacial till, typical SPT values for the glacial till, and the mapped stratigraphy. These conditions are assumed to be representative for the subsurface across the site. Design Parameters The U.S. Geological Survey (USGS) completed probabilistic seismic hazard analyses (PSHA) for the entire country in November 1996, which were updated and republished in 2002 and 2008. We used the ATC Hazard by location website to estimate seismic design parameters at the site. Table 3, below, summarizes the recommended design parameters. TABLE 3: 2018 IBC PARAMETERS FOR DESIGN OF SEISMIC STRUCTURES Spectral Response Acceleration (SRA) and Site Coefficients Short Period Mapped SRA Ss = 1.317g Site Coefficients (Site Class C) Fa = 1.200g Maximum Considered Earthquake SRA SMS = 1.581g Design SRA SDS = 1.051g Davis.S348thSt.RG August 24, 2021 page | 6 Peak Ground Acceleration The mapped peak ground acceleration (PGA) for this site is 0.557g. To account for site class, the PGA is multiplied by a site amplification factor (FPGA) of 1.2. The resulting site modified peak ground acceleration (PGAM) is 0.668g. In general, estimating seismic earth pressures (kh) by the Mononobe-Okabe method are taken 30 to 50 percent of the PGAM, or 0.222g to 0.334g. Seismic Hazards Earthquake-induced geologic hazards may include liquefaction, lateral spreading, slope instability, and ground surface fault rupture. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure in soils. The increase in pore water pressure is induced by seismic vibrations. Liquefaction primarily affects geologically recent deposits of loose, uniformly graded, fine-grained sands and granular silts that are below the groundwater table. Based on the dense nature of the glacially consolidated soils and the interpreted depth of the groundwater table, it is our opinion that the risk to the development from liquefaction or lateral spreading is low. Foundation Support Based on the subsurface conditions encountered at the locations explored, we recommend that spread footings be founded on the dense glacial till soils. Footings can be founded on the undocumented fill, provided that a field representative of GeoResources verifies the subsurface conditions at time of the excavation of the footings. We recommend that in-situ density test be taken at the base of foundation area that the test pits show to be fill. The fill should be compacted to at least 95 percent of the maximum dry density (MDD) as determined by the modified proctor. Tests should also be taken at depths of 1 and 2 feet below the bottom of the footings. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or compacted, as appropriate. A representative from our firm should observe the foundation excavations to determine if suitable bearing surfaces have been prepared, particularly if any areas of the foundation will be situated in existing fill material. All footing elements should be embedded at least 18 inches below grade for frost protection. Footings founded on the advance outwash can be designed using an allowable soil bearing capacity of 2,000 psf (pounds per square foot) for combined dead and long-term live loads. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf (pounds per cubic foot). Factors of safety have been applied to these values. We estimate that settlements of footings des igned and constructed as recommended will be less than ½ inch, for the anticipated load conditions, with differential settlements between comparably loaded footings approaching total settlements. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation bearing surfaces during construction could result in larger settlements than predicted. We recommend that all foundations be provided with footing drains. Davis.S348thSt.RG August 24, 2021 page | 7 Floor Slab Support We anticipate that the floor will consist of a slab-on-grade. Slab-on-grade floors should be supported on the glacial on structural fill prepared as described in the “Structural Fill” section of the report. Areas of significant organic debris and loose or disturbed soils should be removed. We recommend that floor slabs be directly underlain by a minimum 4 inch thick layer of pea gravel or washed 5/8-inch crushed rock that contains less than 2 percent fines as shown on the typical wall drainage and backfill detail, Figure 6. This layer should be placed in a single lift and compacted to an unyielding condition. A synthetic vapor retarder is recommended to control moisture migration through the slabs. This is of particular importance where moisture migration through the slab is an issue, such as where adhesives are used to anchor carpet or tile to the slab. A subgrade modulus of 200 pci (pounds per cubic inch) may be used for floor slab design. We estimate that settlement of the floor slabs designed and constructed as recommended, will be 1/2 inch or less over a span of 50 feet. Temporary Excavations All job site safety issues and precautions are the responsibility of the contractor providing services/work. The following cut/fill slope guidelines are provided for planning purposes only. Temporary cut slopes will likely be necessary during grading operations or utility installation. All excavations at the site associated with confined spaces, such as utility trenches and retaining walls, must be completed in accordance with local, state, or federal requirements. Based on current Washington Industrial Safety and Health Act (WISHA, WAC 296-155-66401) regulations, we classify the upper undocumented fill as Type B soils and the lower undisturbed glacial till as Type A. According to WISHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type B soils should be laid back at an inclination of 1H:1V or flatter from the toe to the top of the slope. Type A soils exposed slope faces should be covered with a durable reinforced plastic membrane, jute matting, or other erosion control mats during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary whe re significant raveling or seepage occurs, or if construction materials will be stockpiled along the top of the slope. Where it is not feasible to slope the site soils back at these inclinations, a retaining structure should be considered. Where retaining structures are greater than 4 feet in height (bottom of footing to top of structure) or have slopes of greater than 15 percent above them, they should be engineered per Washington Administrative Code (WAC 51-16-080 item 5). This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that GeoResources assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped to direct water away from the structures and property lines. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and or catch basins, and conveyed to an appropriate discharge Davis.S348thSt.RG August 24, 2021 page | 8 point. We recommend that footing drains be installed for the structure in accordance with IBC 1805.4.2. The roof drain should not be connected to the footing drain. If footings extend below the adjacent municipal stormwater system, a sump and pump system may be required. Stormwater Infiltration Based on our site observations, knowledge of the 2016 King County Surface Water Design Manual and our subsurface explorations, it is our opinion that onsite infiltration of the stormwater generated by the proposed development is likely not feasible for this project. Per Section 5.2.1 of the 2016 KCSWDM, stormwater runoff cannot be infiltrated into undocumented fill. Additionally, impermeable glacial till underlies the undocumented fill. Therefore, traditional onsite infiltration or dispersion of stormwater runoff generated by the proposed development is likely not feasible for this project because of site constraints. We recommend that stormwater runoff should be collected and conveyed to an appropriate discharge point below the eastern slope, if feasible. Appropriate erosion and sediment control measures should be included in the plans to limit the potential for erosion at the site. EARTHWORK RECOMMENDATIONS Site Preparation While no topsoil was observed in our explorations, some vegetation will likely need to be removed along with any other deleterious materials including existing structures, foundations, or abandoned utility lines. Areas of thicker topsoil or organic debris may be encountered in areas of heavy vegetation or depressions. Where placement of fill material is required, the stripped/exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. Excavations for debris removal should be backfilled with structural fill compacted to the densities described in the “Structural Fill” section of this report. We recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed and prior to placement of structural fill. The exposed subgrade soil should be proof-rolled with heavy rubber-tired equipment during dry weather or probed with a 1/2-inch-diameter steel rod during wet weather conditions. Soft, loose, or otherwise unsuitable areas delineated during proofrolling or probing should be recompacted, if practical, or over-excavated and replaced with structural fill. The depth and extent of overexcavation should be evaluated by our field representative at the time of construction. The areas of old fill material should be evaluated during grading operations to determine if they need mitigation; recompaction or removal. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 3 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more Davis.S348thSt.RG August 24, 2021 page | 9 difficult to achieve. During wet weather, we recommend use of well-graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve, such as Gravel Backfill for Walls (WSDOT 9- 03.12(2)). If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Structural fill should be compacted to at least 95 percent of MDD (maximum dry density as determined in accordance with ASTM D1557). The appropriate lift thickness will depend on the structural fill characteristics and compaction equipment used. As a general rule, lift thicknesses should not exceed about 4- to 6-inches when using hand operated equipment such as jumping jacks or plate compactors. Thicker lifts, up to about 12 inches, may be appropriate for larger equipment such as rollers or hoe-packs. We recommend that our representative be present during site grading activities to observe and document the earthwork activities and perform in-place field density tests. Suitability of On-Site Materials as Fill During dry weather construction, non-organic on-site soil may be considered for use as structural fill; provided it meets the criteria described above in the “Structural Fill” section and can be compacted as recommended. If the soil material is over -optimum in moisture content when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill. We generally did not observe the site soils to be excessively moist at the time of our subsurface exploration program. The native glacial till and the existing fill encountered at the locations explored generally consisted of silty sandy gravel and poorly graded gravel with sand. These soils are generally comparable to “common borrow” material (WSDOT Common Borrow 9-03.14(3)) and will be suitable for use as structural fill provided the moisture content is maintained within 2 percent of the optimum moisture level. Because of the high fines content, these soils are moisture sensitive, and will be difficult to impossible to compact during wet weather conditions, or where seepage occurs. If these soils are excessively moist to saturated, it will be necessary to aerate or dry the soil prior to placement as structural fill. We recommend that completed graded-areas be restricted from traffic or protected prior to wet weather conditions. The graded areas may be protected by placing a layer of clean crushed rock material containing less than 5 percent fin or a rat slab of CDF. Erosion Control Weathering, erosion and the resulting surficial sloughing and shallow land sliding are natural processes. As noted, no evidence of surficial raveling or sloughing was observed at the site. To manage and reduce the potential for these natural processes, we recommend erosion hazards be mitigated by applying Best Management Practices (BMPs), as outlined in the 2016 KCSWDM. The project civil engineer/designer, should prepare a drainage and temporary erosion control plan per the KCSWDM showing which BMPs will be used. Temporary erosion control BMPs should be installed at the site prior to the beginning of clearing, grading, or other construction activities, and should be updated and maintained throughout construction until final site stabilization is established. Temporary erosion control BMPs may include, but are not limited to: Davis.S348thSt.RG August 24, 2021 page | 10 • Silt fencing and appropriate soil stockpiling techniques to prevent silty stormwater from leaving the site, • Jute matting, hydroseeding, or plastic covering to protect exposed soils, • Straw wattles, quarry spall armoring, check dams, or other energy attenuation BMPs to slow the flow of stormwater over slopes and within drainage channels, and, • Swales and berms to convey construction stormwater away from the slope. Erosion protection measures should be in place prior to the start of grading activity on the site. Where native vegetated is removed because of clearing and grading activities, a dense vegetative groundcover, grass lawn, or native vegetation should be reestablished as soon as feasible. Permanent erosion control, such as mulched landscaping areas, groundcovers, hardscaping, or grass lawns, should be established as soon as feasible once final grades have been completed. All permanent erosion control methods should be maintained after construction activities have been completed. LIMITATIONS We have prepared this report for Mr. Steve Davis and other members of the permitting and design team for use in evaluating a portion of this project. Subsurface conditions described herein are based on our observations of exposed soils on the parcel. This report may be made available to regulatory agencies or others, but this report and conclusions should not be construed as a warranty of subsurface conditions. Subsurface conditions can vary over short distances and can change with time. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. ◆ ◆ ◆ Davis.S348thSt.RG August 24, 2021 page | 11 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Davis Carlsen, GIT Staff Geologist Keith S. Schembs, LEG Eric W. Heller, PE,LG Principal Senior Geotechnical Engineer DC:KSS:EWH/dc DocID: Davis.S348thSt.RG Attachments: Figure 1: Site location Map Figure 2: Site & Exploration Plan Figure 3: Site Vicinity Map Figure 4: NRCS Soils Map Figure 5: Geologic Map Figure 6: Typical Wall Drainage & Backfill Detail Appendix A - Subsurface Explorations Appendix B - Laboratory Test results Approximate Site Location Map created from King County iMap (https://gismaps.kingcounty.gov/iMap/) Not to Scale Site Location Map Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 1 Notes: Provided Site Plan Not to Scale NORTH Exploration number and approximate locations (GeoResources 2021) Site & Exploration Map Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 2 TP-1 TP-# TP-2 TP-3 Approximate Site Location Map created from King County iMap (https://gismaps.kingcounty.gov/iMap/) Not to Scale Site Vicinity Map Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 3 Approximate Site Location Map created from Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) Soil Type Soil Name Parent Material Slopes Erosion Hazard Hydrologic Soils Group EwC Everett-Alderwood gravelly sandy loams Basal till with some volcanic ash 6 to 15 Slight to Moderate B No Norma sandy loam Alluvium 0 to 2 Slight A/D Sk Seattle Muck Grassy organic material 0 to 1 Slight B/D Not to Scale NRCS Soils Map Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 4 Approximate Site Location An excerpt from the Geologic Map of the Poverty Bay 7.5-Minute Quadrangle, Washington by Derek B. Booth, Howard H. Waldron, and Kathy G. Troost (2003) Qvr Recessional outwash deposits Qvt Glacial Till Not to Scale Geologic Map Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 5 Notes Typical Wall Drainage and Backfill Detail Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 6 1. Washed pea gravel/crushed rock beneath floor slab could be hydraulically connected to perimeter/subdrain pipe. Use of 1” diameter weep holes as shown is one applicable method. Crushed gravel should consist of 3/4” minus. Washed pea gravel should consist of 3/8” to No. 8 standard sieve. 2. Wall backfill should meet WSDOT Gravel Backfill for walls Specification 9-03-12(2). 3. Drainage sand and gravel backfill within 18” of wall should be compacted with hand-operated equipment. Heavy equipment should not be used for backfill, as such equipment operated near the wall could increase lateral earth pressures and possibly damage the wall. The table below presents the drainage sand and gravel gradation. 4. All wall back fill should be placed in layers not exceeding 4” loose thickness for light equipment and 8” for heavy equipment and should be densely compacted. Beneath paved or sidewalk areas, compact to at least 95% Modified Proctor maximum density (ASTM: 01557-70 Method C). In landscaping areas, compact to 90% minimum. 5. Drainage sand and gravel may be replaced with a geocomposite core sheet drain placed against the wall and connected to the subdrain pipe. The geocomposite core sheet should have a minimum transmissivity of 3.0 gallons/minute/foot when tested under a gradient of 1.0 according to ASTM 04716. 6. The subdrain should consist of 4” diameter (minimum), slotted or perforated plastic pipe meeting the requirements of AASHTO M 304; 1/8-inch maximum slot width; 3/16- to 3/8- inch perforated pipe holes in the lower half of pipe, with lower third segment unperforated for water flow; tight joints; sloped at a minimum of 6”/100’ to drain; cleanouts to be provided at regular intervals. 7. Surround subdrain pipe with 8 inches (minimum) of washed pea gravel (2” below pipe” or 5/8” minus clean crushed gravel. Washed pea gravel to be graded from 3/8-inch to No.8 standard sieve. 8. See text for floor slab subgrade preparation. Materials Drainage Sand and Gravel ¾” Minus Crushed Gravel Sieve Size % Passing by Weight Sieve Size % Passing by Weight ¾” 100 ¾” 100 No 4 28 – 56 ½” 75 – 100 No 8 20 – 50 ¼” 0 – 25 No 50 3 – 12 No 100 0 – 2 No 100 0 – 2 (by wet sieving) (non-plastic) Appendix A Subsurface Explorations SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY-GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND SP POORLY-GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or more INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture, dry to the touch in general accordance with ASTM D2488-90. Moist- Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. Unified Soils Classification System Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure A-1 Test Pit TP-1 Location: Northern portion of site Approximate Elevation: 227’ Depth (ft) Soil Type Soil Description 0 - 5¼ GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 5¼ - 8¼ SM Grey-tan silty sandy GRAVEL (dense, moist) (glacial till) Terminated at 8¼ feet below ground surface. No caving observed at time of excavation No groundwater seepage observed. Mottling observed at approximately 5¼ feet below ground surface Test Pit TP-2 Location: Central portion of site Approximate Elevation: 226’ Depth (ft) Soil Type Soil Description 0 - 7½ GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 7½ - 8 SM Grey-tan silty sandy GRAVEL (dense, moist) (glacial till) Terminated at 8 feet below ground surface. No caving observed at time of excavation No groundwater seepage observed. Mottling observed at approximately 7½ feet below ground surface Logged by: DC Excavated on: August 3, 2021 Test Pit Logs Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure A-2 Test Pit TP-3 Location: Southern portion of site Approximate Elevation: 225’ Depth (ft) Soil Type Soil Description 0 - 7 GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 7 - 8 SM Grey-tan silty sandy GRAVEL (dense, moist) (glacial till) Terminated at 8 feet below ground surface. No caving observed at time of excavation No groundwater seepage observed. Mottling observed at approximately 7 feet below ground surface Logged by: DC Excavated on: August 3, 2021 Test Pit Logs Proposed Commercial Development 803 South 348th Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure A-3 Appendix B Laboratory Test Results These results are for the exclusive use of the client for whom they were obtained. They apply only to the samples tested and are not indicitive of apparently identical samples.Tested By: Checked By: Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 35.7 30.5 4.2 5.5 9.8 14.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D 6913 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Location: TP-1, S-1 Sample Number: 102356 Depth: 7' Client: Project: Project No:Figure Silty Sandy GRAVEL (GM) 2.0 1.5 1.25 1 .75 .5 0.375 #4 #10 #20 #40 #60 #100 #200 100.0 91.0 83.6 69.7 64.3 46.7 41.7 33.8 29.6 26.8 24.1 20.8 17.7 14.3 NP NV NP GM A-1-a 36.9309 32.5855 16.8936 13.7780 2.2605 0.0869 Natural Moisture: 4.0% 7/30/21 8/17/21 MAW KSS PM 7/30/21 Steve Davis Proposed Commerical Development Davis.S348thPlSW PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) GeoResources, LLC Fife, WA B-1 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Appendix C – WWHM WWHM2012 PROJECT REPORT Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 2 General Model Information Project Name:Davis BFJ tank 2 Site Name:Davis BFJ Site Address: City:Federal Way Report Date:11/11/2021 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 Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.607 Pervious Total 0.607 Impervious Land Use acre Impervious Total 0 Basin Total 0.607 Element Flows To: Surface Interflow Groundwater Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.188 Pervious Total 0.188 Impervious Land Use acre ROADS FLAT 0.419 Impervious Total 0.419 Basin Total 0.607 Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 5 Routing Elements Predeveloped Routing Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 6 Mitigated Routing Tank 1 Dimensions Depth:8 ft. Tank Type:Circular Diameter:8 ft. Length:185 ft. Discharge Structure Riser Height:7.5 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.39 in.Elevation:0 ft. Orifice 2 Diameter:1 in.Elevation:5.5 ft. Orifice 3 Diameter:0.5 in.Elevation:7 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0889 0.007 0.000 0.001 0.000 0.1778 0.010 0.001 0.001 0.000 0.2667 0.012 0.002 0.002 0.000 0.3556 0.014 0.003 0.002 0.000 0.4444 0.015 0.004 0.002 0.000 0.5333 0.017 0.006 0.003 0.000 0.6222 0.018 0.007 0.003 0.000 0.7111 0.019 0.009 0.003 0.000 0.8000 0.020 0.011 0.003 0.000 0.8889 0.021 0.013 0.003 0.000 0.9778 0.022 0.014 0.004 0.000 1.0667 0.023 0.016 0.004 0.000 1.1556 0.023 0.019 0.004 0.000 1.2444 0.024 0.021 0.004 0.000 1.3333 0.025 0.023 0.004 0.000 1.4222 0.026 0.025 0.004 0.000 1.5111 0.026 0.028 0.005 0.000 1.6000 0.027 0.030 0.005 0.000 1.6889 0.027 0.032 0.005 0.000 1.7778 0.028 0.035 0.005 0.000 1.8667 0.028 0.037 0.005 0.000 1.9556 0.029 0.040 0.005 0.000 2.0444 0.029 0.043 0.005 0.000 2.1333 0.030 0.045 0.006 0.000 2.2222 0.030 0.048 0.006 0.000 2.3111 0.030 0.051 0.006 0.000 2.4000 0.031 0.053 0.006 0.000 2.4889 0.031 0.056 0.006 0.000 2.5778 0.031 0.059 0.006 0.000 2.6667 0.032 0.062 0.006 0.000 2.7556 0.032 0.065 0.006 0.000 2.8444 0.032 0.068 0.007 0.000 2.9333 0.032 0.070 0.007 0.000 3.0222 0.032 0.073 0.007 0.000 3.1111 0.033 0.076 0.007 0.000 Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 7 3.2000 0.033 0.079 0.007 0.000 3.2889 0.033 0.082 0.007 0.000 3.3778 0.033 0.085 0.007 0.000 3.4667 0.033 0.088 0.007 0.000 3.5556 0.033 0.091 0.007 0.000 3.6444 0.033 0.094 0.007 0.000 3.7333 0.033 0.097 0.008 0.000 3.8222 0.033 0.100 0.008 0.000 3.9111 0.034 0.103 0.008 0.000 4.0000 0.034 0.106 0.008 0.000 4.0889 0.034 0.109 0.008 0.000 4.1778 0.033 0.112 0.008 0.000 4.2667 0.033 0.115 0.008 0.000 4.3556 0.033 0.118 0.008 0.000 4.4444 0.033 0.121 0.008 0.000 4.5333 0.033 0.124 0.008 0.000 4.6222 0.033 0.127 0.008 0.000 4.7111 0.033 0.130 0.009 0.000 4.8000 0.033 0.133 0.009 0.000 4.8889 0.033 0.136 0.009 0.000 4.9778 0.032 0.139 0.009 0.000 5.0667 0.032 0.142 0.009 0.000 5.1556 0.032 0.145 0.009 0.000 5.2444 0.032 0.148 0.009 0.000 5.3333 0.032 0.151 0.009 0.000 5.4222 0.031 0.154 0.009 0.000 5.5111 0.031 0.156 0.012 0.000 5.6000 0.031 0.159 0.018 0.000 5.6889 0.030 0.162 0.021 0.000 5.7778 0.030 0.165 0.024 0.000 5.8667 0.030 0.167 0.026 0.000 5.9556 0.029 0.170 0.028 0.000 6.0444 0.029 0.173 0.030 0.000 6.1333 0.028 0.175 0.031 0.000 6.2222 0.028 0.178 0.033 0.000 6.3111 0.027 0.180 0.034 0.000 6.4000 0.027 0.183 0.036 0.000 6.4889 0.026 0.185 0.037 0.000 6.5778 0.026 0.187 0.038 0.000 6.6667 0.025 0.190 0.040 0.000 6.7556 0.024 0.192 0.041 0.000 6.8444 0.023 0.194 0.042 0.000 6.9333 0.023 0.196 0.043 0.000 7.0222 0.022 0.198 0.045 0.000 7.1111 0.021 0.200 0.047 0.000 7.2000 0.020 0.202 0.049 0.000 7.2889 0.019 0.204 0.051 0.000 7.3778 0.018 0.205 0.052 0.000 7.4667 0.017 0.207 0.054 0.000 7.5556 0.015 0.208 0.194 0.000 7.6444 0.014 0.210 0.629 0.000 7.7333 0.012 0.211 1.172 0.000 7.8222 0.010 0.212 1.686 0.000 7.9111 0.007 0.213 2.056 0.000 8.0000 0.000 0.213 2.264 0.000 8.0889 0.000 0.000 2.479 0.000 Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.607 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.188 Total Impervious Area:0.419 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.017846 5 year 0.028028 10 year 0.033799 25 year 0.039912 50 year 0.043695 100 year 0.046912 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.009395 5 year 0.015202 10 year 0.020392 25 year 0.02884 50 year 0.036762 100 year 0.046324 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.018 0.007 1950 0.022 0.009 1951 0.039 0.034 1952 0.012 0.007 1953 0.010 0.008 1954 0.015 0.008 1955 0.025 0.008 1956 0.020 0.009 1957 0.016 0.008 1958 0.018 0.008 Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 9 1959 0.015 0.007 1960 0.027 0.022 1961 0.015 0.009 1962 0.009 0.007 1963 0.013 0.008 1964 0.017 0.008 1965 0.012 0.009 1966 0.012 0.008 1967 0.024 0.008 1968 0.015 0.008 1969 0.015 0.008 1970 0.012 0.008 1971 0.013 0.008 1972 0.029 0.030 1973 0.013 0.009 1974 0.014 0.008 1975 0.020 0.008 1976 0.014 0.008 1977 0.002 0.007 1978 0.012 0.008 1979 0.007 0.006 1980 0.028 0.031 1981 0.011 0.008 1982 0.021 0.009 1983 0.019 0.008 1984 0.012 0.007 1985 0.007 0.007 1986 0.031 0.009 1987 0.027 0.010 1988 0.011 0.007 1989 0.007 0.007 1990 0.057 0.021 1991 0.034 0.015 1992 0.013 0.009 1993 0.014 0.007 1994 0.005 0.006 1995 0.020 0.009 1996 0.042 0.033 1997 0.035 0.037 1998 0.008 0.007 1999 0.033 0.023 2000 0.014 0.008 2001 0.002 0.006 2002 0.015 0.009 2003 0.019 0.007 2004 0.025 0.028 2005 0.018 0.008 2006 0.021 0.010 2007 0.042 0.041 2008 0.055 0.028 2009 0.027 0.009 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0572 0.0411 2 0.0548 0.0367 3 0.0425 0.0337 Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 10 4 0.0418 0.0331 5 0.0393 0.0315 6 0.0350 0.0300 7 0.0344 0.0281 8 0.0328 0.0279 9 0.0309 0.0229 10 0.0293 0.0221 11 0.0277 0.0211 12 0.0274 0.0149 13 0.0269 0.0096 14 0.0266 0.0096 15 0.0250 0.0095 16 0.0245 0.0093 17 0.0243 0.0091 18 0.0219 0.0091 19 0.0213 0.0089 20 0.0211 0.0089 21 0.0198 0.0088 22 0.0196 0.0087 23 0.0195 0.0086 24 0.0193 0.0086 25 0.0191 0.0085 26 0.0179 0.0085 27 0.0177 0.0084 28 0.0175 0.0083 29 0.0169 0.0082 30 0.0157 0.0082 31 0.0154 0.0082 32 0.0152 0.0082 33 0.0151 0.0082 34 0.0151 0.0081 35 0.0150 0.0081 36 0.0148 0.0080 37 0.0144 0.0080 38 0.0141 0.0080 39 0.0138 0.0079 40 0.0138 0.0079 41 0.0133 0.0079 42 0.0133 0.0078 43 0.0131 0.0078 44 0.0128 0.0077 45 0.0124 0.0077 46 0.0124 0.0075 47 0.0122 0.0074 48 0.0121 0.0073 49 0.0118 0.0072 50 0.0116 0.0071 51 0.0111 0.0070 52 0.0108 0.0070 53 0.0100 0.0070 54 0.0093 0.0069 55 0.0079 0.0068 56 0.0075 0.0068 57 0.0070 0.0067 58 0.0070 0.0065 59 0.0046 0.0063 60 0.0025 0.0062 61 0.0017 0.0061 Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 11 Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0089 17545 8483 48 Pass 0.0093 16161 5129 31 Pass 0.0096 14964 2259 15 Pass 0.0100 13851 2180 15 Pass 0.0103 12831 2107 16 Pass 0.0107 11832 2039 17 Pass 0.0110 10898 1953 17 Pass 0.0114 10121 1891 18 Pass 0.0117 9388 1817 19 Pass 0.0121 8735 1736 19 Pass 0.0124 8158 1666 20 Pass 0.0128 7604 1612 21 Pass 0.0131 7073 1560 22 Pass 0.0135 6594 1517 23 Pass 0.0138 6145 1480 24 Pass 0.0142 5777 1448 25 Pass 0.0145 5433 1415 26 Pass 0.0149 5103 1385 27 Pass 0.0152 4808 1361 28 Pass 0.0156 4528 1336 29 Pass 0.0159 4259 1310 30 Pass 0.0163 4021 1283 31 Pass 0.0167 3782 1264 33 Pass 0.0170 3546 1230 34 Pass 0.0174 3339 1198 35 Pass 0.0177 3138 1170 37 Pass 0.0181 2954 1147 38 Pass 0.0184 2787 1116 40 Pass 0.0188 2599 1084 41 Pass 0.0191 2449 1051 42 Pass 0.0195 2310 1016 43 Pass 0.0198 2160 973 45 Pass 0.0202 2026 943 46 Pass 0.0205 1899 914 48 Pass 0.0209 1790 888 49 Pass 0.0212 1689 865 51 Pass 0.0216 1590 843 53 Pass 0.0219 1483 808 54 Pass 0.0223 1382 786 56 Pass 0.0226 1292 758 58 Pass 0.0230 1219 728 59 Pass 0.0233 1155 705 61 Pass 0.0237 1098 668 60 Pass 0.0240 1048 648 61 Pass 0.0244 997 625 62 Pass 0.0247 930 599 64 Pass 0.0251 884 564 63 Pass 0.0254 837 536 64 Pass 0.0258 789 505 64 Pass 0.0261 743 483 65 Pass 0.0265 713 456 63 Pass 0.0268 669 427 63 Pass 0.0272 632 394 62 Pass Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 13 0.0275 596 373 62 Pass 0.0279 567 350 61 Pass 0.0282 539 327 60 Pass 0.0286 496 312 62 Pass 0.0289 473 298 63 Pass 0.0293 434 282 64 Pass 0.0296 400 261 65 Pass 0.0300 367 235 64 Pass 0.0303 348 215 61 Pass 0.0307 323 200 61 Pass 0.0311 296 187 63 Pass 0.0314 272 169 62 Pass 0.0318 256 155 60 Pass 0.0321 235 140 59 Pass 0.0325 217 126 58 Pass 0.0328 196 113 57 Pass 0.0332 180 97 53 Pass 0.0335 158 91 57 Pass 0.0339 145 80 55 Pass 0.0342 129 77 59 Pass 0.0346 119 73 61 Pass 0.0349 109 70 64 Pass 0.0353 97 65 67 Pass 0.0356 91 61 67 Pass 0.0360 82 58 70 Pass 0.0363 76 51 67 Pass 0.0367 68 42 61 Pass 0.0370 61 41 67 Pass 0.0374 54 39 72 Pass 0.0377 48 38 79 Pass 0.0381 41 36 87 Pass 0.0384 38 34 89 Pass 0.0388 33 32 96 Pass 0.0391 27 27 100 Pass 0.0395 22 22 100 Pass 0.0398 21 19 90 Pass 0.0402 20 17 85 Pass 0.0405 19 14 73 Pass 0.0409 17 10 58 Pass 0.0412 14 0 0 Pass 0.0416 12 0 0 Pass 0.0419 9 0 0 Pass 0.0423 4 0 0 Pass 0.0426 3 0 0 Pass 0.0430 3 0 0 Pass 0.0433 3 0 0 Pass 0.0437 3 0 0 Pass Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0563 acre-feet On-line facility target flow:0.0671 cfs. Adjusted for 15 min:0.0671 cfs. Off-line facility target flow:0.0377 cfs. Adjusted for 15 min:0.0377 cfs. Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 15 LID Report Davis BFJ tank 2 11/11/2021 11:17:56 AM Page 16 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. Davis BFJ tank 2 11/11/2021 11:17:56 AM Page 17 Appendix Predeveloped Schematic Davis BFJ tank 2 11/11/2021 11:17:57 AM Page 18 Mitigated Schematic Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 19 Predeveloped UCI File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 20 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Davis BFJ tank 2.wdm MESSU 25 MitDavis BFJ tank 2.MES 27 MitDavis BFJ tank 2.L61 28 MitDavis BFJ tank 2.L62 30 POCDavis BFJ tank 21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Tank 1 MAX 1 2 30 9 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 <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 C, Pasture, 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 *** 13 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 ********* Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 21 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 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 AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATE1 <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 13 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 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 *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 22 # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 13 0.188 RCHRES 1 2 PERLND 13 0.188 RCHRES 1 3 IMPLND 1 0.419 RCHRES 1 5 ******Routing****** PERLND 13 0.188 COPY 1 12 IMPLND 1 0.419 COPY 1 15 PERLND 13 0.188 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC 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 *** 1 Tank 1 1 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 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 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 23 1 1 0.04 0.0 0.0 0.5 0.0 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 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.088889 0.007123 0.000423 0.001231 0.177778 0.010017 0.001193 0.001740 0.266667 0.012198 0.002183 0.002131 0.355556 0.014004 0.003350 0.002461 0.444444 0.015565 0.004666 0.002752 0.533333 0.016950 0.006112 0.003014 0.622222 0.018199 0.007675 0.003256 0.711111 0.019338 0.009344 0.003481 0.800000 0.020386 0.011110 0.003692 0.888889 0.021355 0.012966 0.003891 0.977778 0.022257 0.014905 0.004081 1.066667 0.023099 0.016921 0.004263 1.155556 0.023888 0.019010 0.004437 1.244444 0.024628 0.021166 0.004604 1.333333 0.025324 0.023387 0.004766 1.422222 0.025980 0.025667 0.004922 1.511111 0.026598 0.028004 0.005074 1.600000 0.027181 0.030395 0.005221 1.688889 0.027731 0.032835 0.005364 1.777778 0.028250 0.035324 0.005503 1.866667 0.028741 0.037857 0.005639 1.955556 0.029203 0.040432 0.005772 2.044444 0.029639 0.043048 0.005902 2.133333 0.030050 0.045701 0.006029 2.222222 0.030436 0.048389 0.006153 2.311111 0.030799 0.051111 0.006275 2.400000 0.031140 0.053864 0.006394 2.488889 0.031458 0.056646 0.006512 2.577778 0.031756 0.059456 0.006627 2.666667 0.032033 0.062291 0.006740 2.755556 0.032290 0.065150 0.006852 2.844444 0.032527 0.068031 0.006961 2.933333 0.032746 0.070932 0.007069 3.022222 0.032945 0.073852 0.007175 3.111111 0.033127 0.076789 0.007280 3.200000 0.033290 0.079741 0.007384 3.288889 0.033435 0.082706 0.007485 3.377778 0.033563 0.085684 0.007586 3.466667 0.033673 0.088672 0.007685 3.555556 0.033766 0.091670 0.007783 3.644444 0.033842 0.094675 0.007880 3.733333 0.033901 0.097686 0.007975 3.822222 0.033943 0.100701 0.008069 3.911111 0.033968 0.103719 0.008163 4.000000 0.033976 0.106739 0.008255 4.088889 0.033968 0.109759 0.008346 4.177778 0.033943 0.112777 0.008436 4.266667 0.033901 0.115793 0.008526 4.355556 0.033842 0.118804 0.008614 4.444444 0.033766 0.121809 0.008702 4.533333 0.033673 0.124806 0.008788 Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 24 4.622222 0.033563 0.127794 0.008874 4.711111 0.033435 0.130772 0.008959 4.800000 0.033290 0.133738 0.009043 4.888889 0.033127 0.136690 0.009126 4.977778 0.032945 0.139626 0.009209 5.066667 0.032746 0.142546 0.009291 5.155556 0.032527 0.145447 0.009372 5.244444 0.032290 0.148328 0.009452 5.333333 0.032033 0.151187 0.009532 5.422222 0.031756 0.154022 0.009611 5.511111 0.031458 0.156832 0.012550 5.600000 0.031140 0.159614 0.018349 5.688889 0.030799 0.162367 0.021639 5.777778 0.030436 0.165089 0.024224 5.866667 0.030050 0.167778 0.026429 5.955556 0.029639 0.170431 0.028389 6.044444 0.029203 0.173046 0.030171 6.133333 0.028741 0.175621 0.031818 6.222222 0.028250 0.178155 0.033358 6.311111 0.027731 0.180643 0.034809 6.400000 0.027181 0.183084 0.036186 6.488889 0.026598 0.185474 0.037500 6.577778 0.025980 0.187811 0.038758 6.666667 0.025324 0.190092 0.039968 6.755556 0.024628 0.192312 0.041135 6.844444 0.023888 0.194469 0.042264 6.933333 0.023099 0.196557 0.043357 7.022222 0.022257 0.198574 0.045430 7.111111 0.021355 0.200512 0.047713 7.200000 0.020386 0.202368 0.049491 7.288889 0.019338 0.204134 0.051085 7.377778 0.018199 0.205803 0.052567 7.466667 0.016950 0.207366 0.053969 7.555556 0.015565 0.208813 0.194038 7.644444 0.014004 0.210128 0.629240 7.733333 0.012198 0.211295 1.172877 7.822222 0.010017 0.212286 1.686903 7.911111 0.007123 0.213055 2.056322 8.000000 0.001000 0.213478 2.264700 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 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL 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 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 25 END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 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 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 26 Predeveloped HSPF Message File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 27 Mitigated HSPF Message File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 28 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 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Appendix D – Engineering Plans 1.PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TOPRE-CONSTRUCTION MEETING.2.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY REVISED CODE(FWRC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF PROJECTAPPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE MOST RECENT VERSIONOF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPALCONSTRUCTION (WSDOT/APWA), THE KING COUNTY ROAD STANDARDS (KCRS), AD THEKING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM). IT SHALL BE THE SOLERESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL ENGINEER TO CORRECTANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND INTHESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TOTHE CITY OF FEDERAL WAY.3.THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TOFEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEENOVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCEFROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BYTHE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION.4.APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE ANAPPROVAL OF ANY OTHER CONSTRUCTION (I.E. DOMESTIC WATER CONVEYANCE,SEWER CONVEYANCE, GAS, ELECTRICITY, ETC).5.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTIONMEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, ANDTHE APPLICANT'S CONSTRUCTION REPRESENTATIVE.6.A SIGNED COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVERCONSTRUCTION IS IN PRORESS.7.ON-SITE CONSTRUCTION NOISE SHALL BE LIMITED AS PER FWRC (SECTION 19.105.040);NORMALLY THIS IS 7:00 A.M. TO 8:00 P.M., MONDAY THROUGH FRIDAY, AND 9:00 A.M. TO8:00 P.M. ON SATURDAYS.8.RIGHT-OF-WAY CONSTRUCTION IS ALLOWED 8:30 A.M. TO 3:00 P.M. MONDAY THROUGHFRIDAY. WRITTEN AUTHORIZATION TO WORK OUTSIDE OF THESE HOURS MUST BEGRANTED BY THE PUBLIC WORKS DIRECTOR.9.IT SHALL BE THE APPLICANT'S /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALLCONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF-SITE WORK WITHINTHE ROAD RIGHT-OF-WAY.10.FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESEAPPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANSTHAT MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF KCRS CHAPTER 8ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TOCONSTRUCTION.11.VERTICAL DATUM SHALL BE KCAS OR NCVD-29.12.GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT OF WAY ORAPPROPRIATE DRAINAGE EASEMENTS, BUT NOT UNDERNEATH THE ROADWAY SECTION.ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH THEWSDOT/APWA STANDARD SPECIFICATIONS.13.ALL UTILITY TRENCHES IN THE RIGHT-OF-WAY SHALL BE BACKFILLED 5/8" CRUSHEDROCK AND COMPACTED TO 95% DENSITY. WHEN TRENCH WIDTH IS 18 INCHES OR LESS,AND IS WITHIN THE TRAVELED WAY, TRENCH WILL BE BACKFILLED WITH CONTROLDENSITY FILL (SELF-COMPACTED FLOWABLE FILL) AS DEFINED BY WSDOT 2-09.3(1)e. THEAGGREGATE WILL BE 3/8" MINUS.14.ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY INACCORDANCE WITH WSDOT 2-06.3.15.OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFIALLYAPPROVED BY THE PUBLIC WORKS DIRECTOR AND NOTED ON THESE APPROVED PLANS.ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH KCRS 8.03(B)3.16.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS,SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDEDACTIONS TO PROTECT LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECTPROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THECONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPTNORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OFTRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23 -TRAFFIC CONTROL, SHALL APPLY.17.CONTRACTOR SHALL PROVIDE AND INSTALL ALL REGULATORY AND WARNING SIGNS PERTHE LATEST EDITION OF MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.18.ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE AFTER PAVING ASPHALT WEARINGCOURSE.19.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSIONONLY. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALLROCKERIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CFW DRAWING NUMBERS3-22, 3-23. ROCKERIES MAY NOT EXCEED SIX FEET IN HEIGHT FOR CUT SECTIONS ORFOUR FEET IN HEIGHT FOR FILL SECTIONS UNLESS DESIGNED BY A GEOTECHNICAL ORSTRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON.A.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, HOLD A PRE-CONSTRUCTIONMEETING WITH CITY OF FEDERAL WAY OFFICIALS, THE APPLICANT, AND THEAPPLICANT'S CONSTRUCTION REPRESENTATIVE.B.FLAG THE CLEARING LIMITS.C.INSTALL NECESSARY TEMPORARY EROSION CONTROL MEASURES (TESC), INCLUDINGSILT CONTROL FENCE AND INLET PROTECTION. PROTECT LID SYSTEMS FROMSEDIMENT AND COMPACTION; CLEAN AS REQUIRED.D.CONSTRUCT IMPROVEMENTS PER PLAN. CLEAR, GRADE, ROUGH GRADE SITE.E.INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS INCLUDING DETENTION AND WATERQUALITY FACILITIES AND STREET/ROW IMPROVEMENTS.F.ADJUST TESC PLAN AS NECESSARY FOR SITE CONDITIONS AND WEATHERTHROUGHOUT CONSTRUCTION. LIMIT DURATION OF EXPOSED SOILS AS PRACTICAL.STABILIZE ALL EXPOSED SOILS. USE PLASTIC COVERING OR EQUAL FOR TEMPORARYCOVER; HYDROSEEDING, LANDSCAPING, OR EQUAL FOR PERMANENT COVER.G.STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF THEENTIRE SITE. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION.H.REMOVE TESC MEASURES WITHIN 30 DAYS, FOLLOWING FINAL SITE STABILIZATION.REMOVE SEDIMENT FROM STORM FACILITIES.2021049087 (KING COUNTY)803 S 348TH STFEDERAL WAY, WA 98003DISCLAIMERSURVEY INFORMATION CONTAINED IN THESE PLANS HAS BEEN EXTRACTED FROM THEACTUAL SURVEY PERFORMED BY OLYMPIC SURVEYING, LLC. KWO ENGINEERING, PLLCASSUMES NO LIABILITY AS TO THE ACCURACY AND COMPLETENESS OF THIS DATA. ANYDISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTEDIN THE FIELD SHOULD BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER.VERIFICATION NOTEALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE IDENTIFIED AND VERIFIED FOR DEPTHAND LOCATION PRIOR TO ANY CONSTRUCTION ACTIVITIES SO AS TO IDENTIFY ANY POTENTIALCONFLICTS WITH PROPOSED CONSTRUCTION. PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFYEXISTING TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS. IF THERE ARE ANYPOTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION ACTIVITIES, CONTACT THE ENGINEERIMMEDIATELY.(BY OLYMPIC)PER CHICAGO INSURANCE TITLE REPORT NO.001233109THE WEST 100 FEET OF THE NORTH 300 FEET OF THE NORTHWEST QUARTER OF THESOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 20, TOWNSHIP 21NORTH, RANGE 4 EAST, WILLIAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON;EXCEPT THE NORTH 30 FEET THEREOF FOR ROAD; AND EXCEPT THAT PORTION CONVEYEDTO KING COUNTY FOR SOUTH 348TH STREET BY DEED RECORDED UNDER RECORDINGNUMBER 8607250463.HORIZONTAL DATUM:WASHINGTON COORDINATE SYSTEM - NORTH ZONE 2601HOLDING W.S.D.O.T. SURVEY MONUMNET NO. 9522, NORTHING = 109459.745 EASTING =1274750.436 ELEVATION = 359.569' (ALL IN U.S. SURVEY FEET) .BASIS OF BEARING:WASHINGTON COORDINATE SYSTEM, NORTH ZONE, 83/91.REFERENCE BEARING OF S 88°45'01"W BETWEEN FOUND MONUMENTS AT THEINTERSECTION OF SOUTH 336TH ST. AND 9TH AVE. SOUTH AND THE INTERSECTION OFSOUTH 336TH ST. AND PACIFIC HIGHWAY.VERTICAL DATUM: (NAVD 88)(BY OLYMPIC)CITY PUBLIC WORKS DEPARTMENT PRECONSTRUCTION/INSPECTION NOTIFICATION PHONE NUMBER:(253) 835-2700ONE-CALL UTILITY LOCATOR:1 (800) 424-5555OWNER/APPLICANTSTEVE DAVIS6124 PANORAMA DR NETACOMA, WA 98422(253) 606-5586STEVEDAVISEXCAVATING@GMAIL.COMARCHITECTMIKE BAILYLDG ARCHITECTS6525 15TH AVE NW #220SEATTLE, WA 98117(206) 283-4764MIKE@LDGARCHITECTS.COMCIVIL ENGINEERKRISTEN ORNDORFF, PEKWO ENGINEERING, PLLC4505 91ST AVE SEMERCER ISLAND, WA 98040(206) 755-3951KRISTEN@KWOENG.ONMICROSOFT.COMSURVEYORJAY BABCOCK, PLSOLYMPIC SURVEYING, LLC19512 94TH ST EBONNEY LAKE, WA 98391(206) 396-2022JAYBABCOCK@COMCAST.NETSHEET#DESCRIPTIONC1 COVER SHEETC2 TESC & SITE PREP PLANC3 CIVIL SITE PLANC4PAVING & STRIPING PLANC5GRADING & STORM DRAINAGE PLANC6WATER & SEWER SERVICES PLANC7DETAILSC8DETAILSC9DETAILSC10DETAILSC11DETAILSC12DETAILSTENANTJENNIFER WHITMOREBIGFOOT PROPERTIES XLV, LLC420 ELLINGSON ROAD, SUITE 200PACIFIC, WA 98047(253)261-3258JENNIFER@BIGFOOTJAVA.COMENGINEERING GEOLOGISTKEITH SCHEMBS, LEGGEO RESOURCES, LLC5007 PACIFIC HIGHWAY EAST, #16FIFE, WA 98424(253) 896-1011KEITHS@GEORESOURCES.USLANDSCAPE ARCHITECTKEN LONEYMAIN STREET DESIGN9402 TIDAL COURTBAINBRIDGE ISLAND, WA 98110(206) 842-7886MAIN_STREET@EARTHLINK.NETTRAFFIC ENGINEERMARK JACOBS, PE, PTOEJAKE TRAFFIC ENGINEERING, INC2614 39TH AVE SWSEATTLE, WA 98116(206) 799-5692JAKETRAFFIC@COMCAST.NETBYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYCITY OF FEDERAL WAY GENERAL NOTES CONSTRUCTION SEQUENCE LEGAL DESCRIPTION LEGEND (EXISTING)SURVEY NOTESNOT TO SCALEPROJECTLOCATIONSDOP410408PVICINITY MAPPROJECT CONTACTSPARCEL NUMBERSHEET INDEXSITE ADDRESSSRIGHT-OF-WAYPROPERTY BOUNDARYCENTERLINEEASEMENTEXISTING MAJOR CONTOURSEXISTING MINOR CONTOURSEXISTING CURBEXISTING CONCRETEEXISTING SEWEREXISTING SANITARY SEWER MANHOLEEXISTING STORMEXISTING STORM MANHOLEEXISTING CATCH BASINEXISTING WATER METEREXISTING WATER VALVEEXISTING FIRE HYDRANTEXISTING OVERHEAD POWEREXISTING POWER POLEEXISTING ELEC. HAND HOLDEXISTING LIGHTEXISTING GAS METEREXISTING TRAFFIC LIGHTEXISTING SIGNBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 COVER SHEET C11SSN1.PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO THEPRECONSTRUCTION MEETING.2.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPAREDFOUNDATION IN ACCORDANCE WITH WSDOT 7-08.3(1). THIS SHALL INCLUDE LEVELINGAND COMPACTING THE TRENCH BOTTOM, THE TOP OF FOUNDATION MATERIAL, ANDREQUIRED PIPE BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE PIPE ISSUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE.3.STEEL PIPE SHALL BE GALVANIZED AND HAVE ASPHALT TREATMENT #1 OR BETTERINSIDE AND OUTSIDE.4.ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS AND MANHOLES, NOT LOCATEDWITHIN A TRAVELED ROADWAY OR SIDEWALK SHALL HAVE SOLID LOCKING LIDS. ALLDRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DETENTIONFACILITY SHALL HAVE SOLID LOCKING LIDS.5.ALL CATCH BASIN GRATES SHALL CONFORM TO CFW DRAWING NUMBERS 4-1, 4-2, 4-3,4-4, 4-5, 4-8, OR 4-10.6.ALL DRIVEWAY CULVERTS LOCATED WITHIN THE RIGHT-OF-WAY SHALL BE OFSUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THEDRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED ENDSECTIONS TO MATCH THE SIDE SLOPES.7.ROCK FOR EROSION PROTECTION OF DITCHES, CHANNELS, AND SWALES, WHEREREQUIRED, MUST BE OF SOUND QUARRY ROCK, PLACED TO A DEPTH OF ONE FOOT ANDMUST MEET THE FOLLOWING SPECIFICATIONS: 4"-8" ROCK/40%-70% PASSING; 2"-4"ROCK/30%-40% PASSING; AND -2" ROCK/10%-20% PASSING. INSTALLATION SHALL BE INACCORDANCE WITH KCRS DRAWING NUMBER 7-024 OR AS AMENDED BY THE APPROVEDPLANS. RECYCLED ASPHALT OR CONCRETE RUBBLE SHALL NOT BE USED.8.LOTS NOT APPROVED FOR INFILTRATION SHALL BE PROVIDED WITH DRAINAGE OUTLETS(STUB-OUTS). STUB-OUTS SHALL CONFORM TO THE FOLLOWING:A.EACH OUTLET SHALL BE SUITABLY LOCATED AT THE LOWEST ELEVATION ON THELOT, SO AS TO SERVICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS,DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE OR SUB-SURFACE DRAINSNECESSARY TO RENDER THE LOTS SUITABLE FOR THEIR INTENDED USE. EACHOUTLET SHALL HAVE FREE-FLOWING, POSITIVE DRAINAGE TO AN APPROVEDSTORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION.B.OUTLETS ON EACH LOT SHALL BE LOCATED WITH A FIVE-FOOT HIGH, 2X4 STAKEMARKED "STORM". THE STUB-OUT SHALL EXTEND ABOVE SURFACE LEVEL, BEVISIBLE AND BE SECURED TO THE STAKE.C.PIPE MATERIAL SHALL CONFORM TO UNDERDRAIN SPECIFICATIONS DESCRIBED INKCRS 7.03 AND, IF NON-METALLIC, THE PIPE SHALL CONTAIN WIRE OR OTHERACCEPTABLE DETECTION.D.DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED TOCONVEY FLOWS THROUGH INDIVIDUAL LOTS.E.THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THELOCATIONS OF ALL STUB-OUT CONVEYANCE LINES WITH RESPECT TO THE UTILITIES(I.E. POWER, GAS, TELEPHONE, TELEVISION.)F.ALL INDIVIDUAL STUB-OUTS SHALL BE PRIVATELY OWNED AND MAINTAINED BY THELOT HOMEOWNER.G.THE CITY DOES NOT ALLOW TAP-IN OR CUT-IN TEES ON MAINS FOR INDIVIDUAL LOTDRAINAGE.CITY OF FEDERAL WAY DRAINAGE NOTES S 348TH STPA C I F I C H W Y S S 344TH STS 356TH ST9TH AVE S W WSSSSSSASPHALTGRASSGRASSGRASSGRASSECOLOGY BLOCK WALLGRAVELGRAVELGRAVELGRAVELWET LAND AREA P A R K A N D R I D E CONC. SIDEWALKCONC. SIDEWALKCONC. SIDEWALKCUTAPPROACHCUTAPPROACHXXGATE5' CHAIN LINK FENCE5' CHAIN LINK FENCEECOLOGY BLOCK WALLECOLOGY BLOCK WALLAREAASPHALT100.00'N 88°39'36" W250.00'N 01°15'41" E 100.00'N 88°39'36" W250.00'N 01°15'41" E I.E. = 225.02' (TOP STOVE PIPE)I.E. = 223.62' (30" CMP E.)I.E. = 223.52' (12"CMP W.)RIM = 230.02'TYPE 2 C.B.TYPE I C.B.RIM = 225.78'I.E. = 221.42' (12"CMP W.)I.E. = 221.43' (12"CMP E.)I.E. = 216.90' (C/L CHANNEL) 8" N/SI.E. = 216.90' (C/L CHANNEL) 12" E/WRIM = 225.00'S.S. MANHOLESOUTH 348TH STREET2021049034222222223 223224 224225225225225 226226226226 226227227227227 228228229229230231S50'0SCALE IN FEET40201020SFSILT CONTROL FENCECATCH BASIN PROTECTIONCONSTRUCTION ENTRANCE1.PRESERVE AND PROTECT ALL IMPROVEMENTS TO REMAIN.2.REFER TO TIR (STORM REPORT) FOR WRITTEN ESC NARRATIVE.3.REFER TO THE SOILS REPORT FOR ADDITIONAL INFORMATION.4.PROVIDE CATCH BASIN INSERTS WITHIN CLEARING LIMITS AND WITHIN 200 FTDOWNSTREAM OF AREAS OF WORK.5.CONTRACTOR IS RESPONSIBLE FOR OBTAINING UTILITY AND ROW USE PERMITS.BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYPLAN NOTESLEGENDSITE PREPARATION NOTESRELOCATE EX LIGHTREMOVE EX FENCEADJUST WM TO FG, REMOVE BLOCKS1231TESC NOTESUSE EXISTING DRIVEWAY FOR TEMPORARY CONSTRUCTION ENTRANCE. EXPAND ASNECESSARY PER WSDOT STD PLAN I-80.10-02. AVOID TRACKING SEDIMENT ONTOSTREETS. USE EXISTING ONSITE DRIVEWAY.CATCH BASIN PROTECTION PER WSDOT STD PLAN I-40.20-00.INSTALL SILT CONTROL FENCE PER WSDOT STD PLAN I-30.15-02. WATTLES (PERWSDOT STD PLAN I-30.30-01), COIR LOGS (PER WSDOT STD PLAN 1-30.60-00) AND/ORCOMPOST SOCKS (PER WSDOT STD PLAN I-30.40-01) MAY BE USED IN LIEU OF SILTCONTROL FENCE.STAGING AND STOCKPILE AREA, PROTECT WITH PLASTIC COVERING (BMP C123) ASNECESSARY.PROTECT AND STABILIZE EXPOSED SOILS WITH PLASTIC COVERING (BMP C123) OREQUAL.12345BIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 TESC & SITE PREP PLAN C22SOUTH 348TH STREETN1.APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOTCONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (I.E., SIZE ANDLOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES,UTILITIES, ETC.2.THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION MAINTENANCEREPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OFTHE APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED.3.THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLYFLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTIONPERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BEPERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTORFOR THE DURATION OF CONSTRUCTION4.THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTIONWITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURETHAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATEAPPLICABLE WATER STANDARDS.5.THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FORANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESCFACILITIES SHALL BY UPGRADED (I.E., ADDITIONAL SUMPS, RELOCATION OF DITCHESAND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS.6.THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR ANDMAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING.7.ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NOFURTHER WORK IS ANTICIPATED OR A PERIOD OF 2 DAYS (WET SEASON) OR 7 DAYS(DRY SEASON), SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS(I.E. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC.)8.ANY AREA NEEDING ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BEADDRESSED WITHIN 15 DAYS.9.THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AMINIMUM OF ONCE A MONTH OR WITHIN THE 24 HOURS FOLLOWING A STORM EVENT.10.AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATEWITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BECLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSHSEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM.11.STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THEBEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT.ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS AREKEPT CLEAN FOR THE DURATION OF THE PROJECT.12.WET SEASON REQUIREMENTS AS DESCRIBED IN APPENDIX D, SECTION D.2.4.2 OF THEKCSWDM ARE IN EFFECT BEGINNING OCTOBER 1 THROUGH APRIL 30.13.ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLEINGBASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES ANDSHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TOFUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITYSHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTIONTANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN.14.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FASTGERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (I.E. ANNUAL ORPERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE).15.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BEAPPLIED AT A MINIMUM THICKNESS OF TWO INCHES.16.MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION SHALL BEPROVIDED PER SECTION 19.120 OF FWRC.EROSION/SEDIMENTATION CONTROL NOTES 12222END332222SFSFSF SF SF SF SF SF SF SF SF SF SF SF 35422BEG WET LAND AREA P A R K A N D R I D E XX100.00'N 88°39'36" W250.00'N 01°15'41" E 100.00'N 88°39'36" W250.00'N 01°15'41" E SOUTH 348TH STREET202104903450'BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 CIVIL SITE PLAN C330SCALE IN FEET40201020SOUTH 348TH STREET(PRINCIPAL ARTERIAL)NSITE LIGHTING (TYP)REFER TO ARCH PLANS30' WIDE DRIVEWAYPER COFW STD DWG NO.3-6A AND DTL 1 ON C5PEDESTRIAN PLAZA W/BIKE RACK AND TRASH CANREFER TO ARCH PLANS45 LF C-CURB ON SOUTH SIDEOF TWO-WAY CENTER TURNLANE TO RESTRICT ONSITEACCESS TO RIGHT IN/RIGHTOUT ONLYEX ONSITE WETLAND BUFFER 958 SFEX ECOLOGY BLOCKWALL TO REMAINDRIVE THRU SIGN BOARD(TYP OF 2)REFER TO ARCH PLANS6'8'LIGHT BOLLARDS (TYP)REFER TO ARCH PLANSADA SIGNSEE DETAIL THIS SHEETSITE AREA:0.57 ACPARKING:6 STALLS (5 REGULAR, 1 ADA)GROSS FLOOR AREA (PER ARCHITECT): MAIN FLOOR:450 SFSECOND FLOOR (MECH):203 SFTOTAL:653 SFIBC CONSTRUCTION TYPE (PER ARCHITECT):MIBC OCCUPANCY CLASSIFICATION (PER ARCHITECT):VB - NOT SPRINKLEREDON-SITE PEDESTRIAN PLAZA AREA:130 SFPROJECT DATAA-ROWCC-CURB PER PLANROWATYP SECTION - SOUTH 348TH STREET-NTS28.2'EX ROADWAY6'PLANTER8'SIDEWALK50'CEMENT CONCCURB AND GUTTERL7.8'24'CROSS SECTION TYPE ENOTES: REFER TO COFW STD DWG NO.3-3, 3-4 AND 3-4A FOR ADDITIONAL INFO1-ADA SIGN DETAILNTSRESERVED PARKINGHANDICAP SIGNR7-8012" DIA G.I.P.SCH 40EMBED SIGN POST IN8" DIA CONC FOOTING5' MIN12"18"2.5'4' MINR7-8APROP BLDG EX HMAEX FENCE TO REMAINALONG WEST, SOUTH ANDEAST SIDESBUILDABLE LANDS CALCULATIONGROSS LAND AREA0.57 ACCRITICAL AREAS0.02 ACRIGHTS-OF-WAY0 ACPUBLIC PURPOSE0 ACNET LAND AREA0.55 ACBUILDING INFODESCRIPTIONSQ FT (GROSS FLOOR AREA)# OF UNITSEXISTING BUILDING(S)0 SF0NEW BUILDING653 SFN/ACOMMERCIAL PORTION653 SFN/ARESIDENTIAL PORTION0 SF0FOOTPRINT0.55 ACN/A"DO NOT BLOCKDRIVEWAY" SIGNTRASH ENCLOSURE W/ ROOFREFER TO ARCH PLANS45'8'38'40'9'12'17'12'16'59'13'21'10'6'67'36'43'29'24'19'APPROX LOCATIONOF SITE PHOTOSSTRIPING FOR NOPARKING (TYP)STRIPING FOR LANE LINESTRIPING FOR LANE LINE21' WET LAND AREA P A R K A N D R I D E XX100.00'N 88°39'36" W250.00'N 01°15'41" E 100.00'N 88°39'36" W250.00'N 01°15'41" E SOUTH 348TH STREET202104903450'ASPHALT PAVEMENTCONCRETECONCRETE DRIVEWAYLANDSCAPECURB1.LANDSCAPE AREAS SHALL HAVE COMPOST-AMENDED TOPSOIL PER WASHINGTON STATEDEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERNWASHINGTON BMPT5.30. REFER TO LANDSCAPE PLAN AND C12 FOR NOTES.SCARIFICATION OF SOILS IN EX PAVEMENT AREAS BEING CONVERTED TO LANDSCAPEAREAS SHALL BE TO 6" BELOW BOTTOM OF BASE COURSE OR TO DEPTH REQUIRED BYECOLOGY BMPT5.30, WHICHEVER IS GREATER.2.REFER TO C7-C12 FOR DETAILS.BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYPLAN NOTESLEGEND (PROPOSED)STRIPING NOTESACCESSIBLE PARKING SPACE SYMBOL (STANDARD) PAINTED WHITE WITH BLUEBACKGROUND PER WSDOT STD PLAN M-24.60-044" WIDE WHITE PAINT LINES AT 2 FT APART AND 45 DEG ANGLE TO ADJACENT 4" WIDEWHITE PAINT EDGE LINES PER WSDOT STD PLAN M-17.10-02WHITE PAINT TRAFFIC ARROW4" WIDE WHITE PAINT LANE LINE1234PAVING NOTESC-CURB PER COFW STD DWG NO. 3-4CEMENT CONC BARRIER CURB PER COFW STD DWG NO. 3-4CONC SIDEWALK PER COFW STD DWG NO. 3-3.CEMENT CONCRETE EXTRUDED CURB (PRIVATE) PER COFW STD DWG NO. 3-4A123412BIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 PAVING & STRIPING PLAN C440SCALE IN FEET40201020SOUTH 348TH STREETN30' WIDE DRIVEWAYSEE DTL C5C-CURB ON SOUTH SIDE OF2-WAY CENTER TURN LANE TORESTRICT ONSITE ACCESS TORIGHT IN/RIGHT OUT ONLYNOTES:1.DEPTHS SHOWN ARE MIN COMPACTED DEPTHS.2.PAVEMENT WEARING COURSE AND BASE COURSE SECTION DEPTHS ANDSPECIFICATIONS SHALL BE APPROVED BY THE GEOTECH.3.CEMENT CONCRETE PAVEMENT JOINTS AND HMA TRANSITION PERWSDOT STD PLAN A-40.10-03 AND A-40.15-00.COMPACTED SUBGRADE4" MIN CSBC (WSDOT STD SPEC 9-03.9(3))6" MIN PCCNOTES:1.DEPTHS SHOWN ARE MIN COMPACTED DEPTHS.2.PAVEMENT WEARING COURSE AND BASE COURSE SECTION DEPTHS ANDSPECIFICATIONS SHALL BE APPROVED BY THE GEOTECH.6" MIN CSBC (WSDOT STD SPEC 9-03.9(3))3" MIN HMA CLASS 1/2 IN PG 64-22 CONCWEARING COURSE (WSDOT STD SPEC5-04.0)TYPICAL CONCRETEPAVEMENT SECTIONSCALE: NTS1-COMPACTED SUBGRADETYPICAL ASPHALTPAVEMENT SECTIONSCALE: NTS2-PROP BLDG 4BEG24END4BEG223TYP134END4BEG4END4444 226.80SS SS SS SS SS SS SS226.57226.85 226.85226.85226.85226.85226.85226.85226.85226.85226.67226.77227.46227.31227.46227.38226.58226.74227.20 226.51226.61226.61226.57226.55226.33226.02226.70226.70226.70226.70226.27 226.75226.52226.52226.75226.73 225.65226.05226.12226.66W W W WSDSDSD225.71225.96225.85227.32226.77225.00226.55226.57226.31226.89226.25226.50227.15SDSDSDSDSDSD227.15228.69228.93SSSD W WSSSSSS228.86228.78227.38226.14226.14226.33WET LAND AREA P A R K A N D R I D E XX100.00'N 88°39'36" W250.00'N 01°15'41" E 100.00'N 88°39'36" W250.00'N 01°15'41" E I.E. = 225.02' (TOP STOVE PIPE)I.E. = 223.62' (30" CMP E.)I.E. = 223.52' (12"CMP W.)RIM = 230.02'TYPE 2 C.B.TYPE I C.B.RIM = 225.78'I.E. = 221.42' (12"CMP W.)I.E. = 221.43' (12"CMP E.)SOUTH 348TH STREET2021049034222222223 223224 224225225225225 226226226226 226227227227227 228228229229230231S50'2 2 8 . 9 3 2 2 8 . 6 9 230.21230.332 3 0 . 6 6 M E 2 3 0 . 4 4 M E225.652 2 7 . 1 5 226.94 ME BC/TC225.44 ME BC/TC2 2 5 . 3 5225.47224.77 ME224.80 ME226.16 ME BC/TC224.19 ME229.93 ME227.13 ME BC/TC227.34227.76 ME BC / 228.26 TC2 2 8 . 4 7 225.11 ME BC/TC225.32225.532 2 4 . 8 9 M E B C / 2 2 5 . 3 9 T C 229.62 ME BC / 230.12 TC224.76 ME BC / 225.26 TC228.44 ME BC / 228.94 TC2 2 8 . 0 7 M E B C / 2 2 8 . 5 7 T C CATCH BASIN TYPE 2CATCH BASIN TYPE 1STORM DRAIN CLEANOUTSTORM DRAIN PIPE (SDP)DRAIN PIPETOP OF CURBBOTTOM OF CURBMATCH EXISTINGFINISH GRADE SPOT ELDIRECTION OF FLOWRIDGE LINESDDP1.REFER TO C1 FOR GENERAL STORM NOTES. REFER TO C7-C12 FOR DETAILS.2.SPOT ELEVATIONS ARE AT FINISHED SURFACE (FS) / BOTTOM OF CURB, UNLESSOTHERWISE SPECIFICALLY NOTED. ALL CURBS ARE 6" HIGH, UNLESS OTHERWISESPECIFICALLY NOTED.3.SLOPES TO CATCH SHALL NOT EXCEED 3:1 WHERE POSSIBLE (2:1 MAX).4.LIMIT SLOPES TO 2% MAX (1.5% IS PREFERABLE) AT ADA STALLS AND PEDESTRIANACCESS AREAS AS SHOWN IN PLAN.5.CATCH BASIN TYPE 1 PER COFW STD DWG NO. 4-1. RECTANGULAR FRAME PER COFWSTD DWG NO. 4-6.6.RECTANGULAR HERRINGBONE GRATE PER COFW STD DWG NO. 4-5. ALL STORM DRAINCOVERS AND GRATES SHALL BE LOCKING.7.DRAIN PIPE (DP) SHALL BE AT 1% MIN SLOPE AND THE FOLLOWING PIPE MATERIALS ANDCORRESPONDING MIN COVER: 18" FOR SOLID WALL PVC (SDR-21), 3 FT FOR SOLID WALLPVC (SDR-35), AND 6 IN FOR DUCTILE IRON (CL 52) STORM PIPE.8.PIPE ZONE BEDDING AND BACKFILL PER WSDOT STD PLAN NO. B-55.20-039.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS OFDOWNSPOUTS. ROOF DRAINS SHALL MAINTAIN 1% MIN SLOPE.10.POSITIVE DRAINAGE SHALL BE PROVIDED IN LANDSCAPED AREAS.11.FOOTING DRAIN SHALL BE 4" MIN RIGID PERF PVC DRAIN PIPE WRAPPED IN DRAINAGEFABRIC AND SURROUNDED BY DRAIN ROCK. DAYLIGHT OR TIGHTLINE FOOTING DRAINSTO DOWNSTREAM STORM SYSTEM AS REQ'D.BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYDATUMNAVD880SCALE IN FEET40201020LEGEND (PROPOSED)PLAN NOTESSDCOBCME98.00TCSDCOBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 GRADING & STORM DRAINAGE PLAN C55NSOUTH 348TH STREETFRONTAGE ROAD GRADING DETAILSCALE: 1" = 10'1-185 LF - 8 FT DIA CMP DETENTION SYSTEMTOP OF TANK=223.70BOTTOM OF TANK=215.70SEE DETAILS C11-C12CB2 (TYPE 2 - 48" DIA)W/ SOLID LOCKING ROUND COVERRIM=226.27IE=216.20 (24" W)IE=219.60 (8" N)BIOPOD BIOFILTER SYSTEM4 FT BY 6 FT VAULT W/ INTERNAL BYPASSRIM=226.17IE IN=221.03IE OUT=220.23SEE DETAIL C12CB1 (TYPE 2 - 54" DIA)CONTROL STRUCTUREW/ SOLID ROUND COVERRIM=226.68IE=216.20 (24" E)IE=216.20 (12" W)SEE DETAILSCB6 (TYPE 1)W/ STD GRATERIM=225.00IE=222.00CB4 (TYPE 1)W/ STD GRATERIM=225.85IE=221.50EX CB (TYPE 1)EX RIM=216.58EX IE=214.66(FIELD VERIFY)EX 40 LF LEVEL SPREADER OUTFALL(FIELD VERIFY)EX 8 LF 12" SD(FIELD VERIFY)CB3 (TYPE 1)W/ STD GRATERIM=225.96IE=221.09CB5 (TYPE 1)W/ STD GRATERIM=225.71IE=221.680SCALE IN FEET2010510NIE=216.205 LF 24" CMP STUB @ S=0%10 LF 8" CPEP @ S=6.30%6 LF 8" CPEP @ S=1.00%38 LF 12" CPEP @ S=3.63%CONNECT TO EX PIPE AS REQ'DIE=214.82 (FIELD VERIFY)63 LF 8" CPEP @ S=0.65%63 LF 8" CPEP @ S=0.51%PROP BLDGFF=226.87 117 LF 8" CPEP @ S=0.50%TYPICAL FOOTING DRAINNTS2-18" MIN.2" MIN. / 4" MAX.12" MIN.2" MIN.NOTES:1.SURFACE SEAL TO CONSIST OF 6" TO 12" OF NATIVE SOIL OR OTHER LOW PERMEABILITYMATERIAL. SLOPE AWAY FROM BUILDING.2.DRAIN PIPE: PERFORATED OR SLOTTED RIGID PVC PIPE LAID WITH PERFORATIONS OR SLOTSFACING DOWN; TIGHT JOINTED; WITH A POSITIVE GRADIENT, 0.5% MIN. DO NOT USE FLEXIBLECORRUGATED PLASTIC PIPE. DO NOT TIE BUILDING DOWNSPOUT DRAINS INTO FOOTING LINES.WRAP WITH MIRAFI 140 FILTER FABRIC OR EQUAL.A.CUT = 980 CYB.FILL = 1,100 CYC.NET IMPORT/EXPORT (B-A) = 120 CYD.TOTAL EARTHWORK (A+B) = 2,080 CYEARTHWORK QUANTITIES5'8'15'15'8'14'TOTAL EXISTING: ALL TBRTOTAL PROPOSED: 18,285 SFIMPERVIOUS SURFACES8'6'36" ACCESS RISER (TYP OF 3) 226.80SS SS SS SS SS SS SS226.57226.85 226.85226.85226.85226.85226.85226.85226.85226.85226.67226.77227.46227.31227.46227.38226.58226.74227.20 226.51226.61226.61226.57226.55226.33226.02226.70226.70226.70226.70226.27 226.75226.52226.52226.75226.73 225.65226.05226.12226.66W W W WSDSDSD225.71225.96225.85227.32226.77225.00226.55226.57226.31226.89226.25226.50227.15SDSDSDSDSDSD227.15228.69228.93SSSD W WSSSSSS228.86228.78227.38226.14226.14226.33WET LAND AREA P A R K A N D R I D E XX100.00'N 88°39'36" W250.00'N 01°15'41" E 100.00'N 88°39'36" W250.00'N 01°15'41" E I.E. = 216.90' (C/L CHANNEL) 8" N/SI.E. = 216.90' (C/L CHANNEL) 12" E/WRIM = 225.00'S.S. MANHOLESOUTH 348TH STREET2021049034222222223 223224 224225225225225 226226226226 226227227227227 228228229229230231S50'SEWER CLEANOUTSEWER PIPEWATER PIPEWATER METERRPBADCVASSWTRASH ENCLOSURE W/ ROOFREFER TO ARCH PLANSBYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYDATUMNAVD880SCALE IN FEET40201020LEGEND (PROPOSED)SSCOBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 WATER & SEWER SERVICES PLAN C66NSOUTH 348TH STREETSSCOIE=223.30SSCOIE=223.30TRASH DRAIN W/DOWNTURNED ELBOWGRAVITY GREASE INTERCEPTOR (GGI) SIZING:TYPE OF FIXTURE# OF FIXTURES# OF DFUsTOTAL DFUs3 COMPARTMENT SINK199MOP SINK133FLOOR DRAIN6212TOTAL:24 DFUsSELECT 1,000 GAL MIN GGI (MAX DFUs 35)GREASE INTERCEPTOR DETAILSCALE: NTS1-1,000 GAL GREASE INTERCEPTORRIM=ADJUST TO FGIE IN=222.76IE OUT=222.59SEE DETAIL THIS SHEETSSCOSIDE SEWER (TYP)6" PVC SDR 35 @ S=2.0% MINCONNECT TO EX SIDE SEWERSSCP 24625 (FIELD VERIFYDEPTH AND LOCATION PRIORTO CONSTRUCTION)REUSE EX 5/8" BY 3/4" DOMESTIC METER(WTR SVC 1002)INSTALL DCVA PER LUD STANDARDS5/8" BY 3/4" IRRIGATION METER AND DCVAPER LUD STANDARDSPROP BLDGFF=226.87 1.PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TOPRE-CONSTRUCTION MEETING.2.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY REVISED CODE(FWRC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF PROJECTAPPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE MOST RECENT VERSIONOF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPALCONSTRUCTION (WSDOT/APWA), THE KING COUNTY ROAD STANDARDS (KCRS), AD THEKING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM). IT SHALL BE THE SOLERESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL ENGINEER TO CORRECTANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND INTHESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TOTHE CITY OF FEDERAL WAY.3.THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TOFEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEENOVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCEFROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BYTHE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION.4.APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE ANAPPROVAL OF ANY OTHER CONSTRUCTION (I.E. DOMESTIC WATER CONVEYANCE,SEWER CONVEYANCE, GAS, ELECTRICITY, ETC).5.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTIONMEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, ANDTHE APPLICANT'S CONSTRUCTION REPRESENTATIVE.6.A SIGNED COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVERCONSTRUCTION IS IN PRORESS.7.ON-SITE CONSTRUCTION NOISE SHALL BE LIMITED AS PER FWRC (SECTION 19.105.040);NORMALLY THIS IS 7:00 A.M. TO 8:00 P.M., MONDAY THROUGH FRIDAY, AND 9:00 A.M. TO8:00 P.M. ON SATURDAYS.8.RIGHT-OF-WAY CONSTRUCTION IS ALLOWED 8:30 A.M. TO 3:00 P.M. MONDAY THROUGHFRIDAY. WRITTEN AUTHORIZATION TO WORK OUTSIDE OF THESE HOURS MUST BEGRANTED BY THE PUBLIC WORKS DIRECTOR.9.IT SHALL BE THE APPLICANT'S /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALLCONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF-SITE WORK WITHINTHE ROAD RIGHT-OF-WAY.10.FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESEAPPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANSTHAT MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF KCRS CHAPTER 8ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TOCONSTRUCTION.11.VERTICAL DATUM SHALL BE KCAS OR NCVD-29.12.GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT OF WAY ORAPPROPRIATE DRAINAGE EASEMENTS, BUT NOT UNDERNEATH THE ROADWAY SECTION.ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH THEWSDOT/APWA STANDARD SPECIFICATIONS.13.ALL UTILITY TRENCHES IN THE RIGHT-OF-WAY SHALL BE BACKFILLED 5/8" CRUSHEDROCK AND COMPACTED TO 95% DENSITY. WHEN TRENCH WIDTH IS 18 INCHES OR LESS,AND IS WITHIN THE TRAVELED WAY, TRENCH WILL BE BACKFILLED WITH CONTROLDENSITY FILL (SELF-COMPACTED FLOWABLE FILL) AS DEFINED BY WSDOT 2-09.3(1)e. THEAGGREGATE WILL BE 3/8" MINUS.14.ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY INACCORDANCE WITH WSDOT 2-06.3.15.OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFIALLYAPPROVED BY THE PUBLIC WORKS DIRECTOR AND NOTED ON THESE APPROVED PLANS.ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH KCRS 8.03(B)3.LAKEHAVEN GENERAL NOTES SSCOFIRE HYDRANT PER LUDSTANDARDS BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C77 BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C88 BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C99 BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C1010TOP OF RISERORIFICE 1ORIFICE 2ORIFICE 3OUTLET IEINLET IE223.70214.20221.70223.20216.20216.2012"1"0.5"12" W24" EELEV.(W)DIA/WIDTH0.39" BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C1111 BYREVISIONDATE OFCHECKEDDESIGNEDCHECKEDAS-BUILTDRAWNDRAWING NAMEJOB NO.DATECIVIL DESIGN + CONSULTING 4505 91ST AVE SE206.755.3951 KRISTEN@KWOENG.ONMICROSOFT.COM KWO ENGINEERING, PLLC MERCER ISLAND, WA 98040KWOKWOKWONAS21-02101/202212PERMIT NO. XX-XXXXXX-XXAPPROVEDDATENOTE:THIS APPROVAL IS VOID 1 (ONE) YEAR AFTERAPPROVAL DATE. THE CITY WILL NOT BERESPONSIBLE FOR ERRORS AND/OR OMISSIONS ONTHESE PLANS.FIELD CONDITIONS MAY DICTATE CHANGES TO THESEPLANS AS DETERMINED BY THE CITY ENGINEER.PERMIT NO. XX-XXXXXX-XXDATECITY OF FEDERAL WAYAS-BUILTAS-BUILT CERTIFICATION:I HEREBY DECLARE THAT THE HORIZONTAL ANDVERTICAL LOCATIONS OF THE STORM DRAINAGE ANDROAD SYSTEM SHOWN HEREIN IS THE RESULT OF AFIELD SURVEY PERFORMED BY ME OR UNDER MYDIRECTION.NAMEL.S.#DATENOT FOR CONSTRUCTIONPRELIMINARYBIGFOOT JAVA FEDERAL WAY STEVE DAVIS 803 S 348TH ST FEDERAL WAY, WA 98003 DETAILS C1212 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Appendix E – Operations and Maintenance Manual Stormwater Operations & Maintenance Manual Davis BigFoot Java Federal Way 803 S 348th St, Federal Way, Washington Project Owner: Steve Davis 6124 Panorama Dr E Tacoma, WA 98422 253.606.5586 Prepared by: Kristen Orndorff, PE KWO Engineering, PLLC 4505 91st Ave SE Mercer Island, WA 98040 kristen@kwoeng.onmicrosoft.com 206.755.3951 January 21, 2022 Operations & Maintenance Manual KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Narrative The project is located at 803 S 348th St, Burien, WA 98003 and encompasses one King County parcel: 2021049087. The proposed development consists of a new dual drive-thru coffee stand and associated drive aisles, parking, walkways, landscaping, lighting, utilities, signage, and trash enclosure. The storm system will be privately maintained by the property owner whose contact person, address and phone number are listed on the cover page of this report. This Operations & Maintenance Manual is to be kept at the owner’s office and made available to the City for inspection upon request. The new onsite storm system consists of the following components that will require regular inspection and maintenance: • Detention Tank • Control Structure/Flow Restrictor • Catch Basins and Manholes • Conveyance Pipes • Grounds (Landscaping) • BioPod Biofilter Underground Vault Detailed requirements for inspection and maintenance for each storm system component are included in the following pages. Manufacturer’s recommendations should be followed for proper operation and maintenance. The facility-specific maintenance standards contained in this report are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facilities’ required condition at all times between inspections. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that required a maintenance action. Operations & Maintenance Manual KWO Engineering, PLLC Davis BigFoot Java Federal Way January 2022 Maintenance Log (Sample) Instructions: The following pages contain maintenance needs for the storm drainage sys tem at Davis BigFoot Java Federal Way. Ignore any requirements that do not apply. Complete a checklist and log for all system components at least annually (preferably in September) and after any major storm event. Add notes on problems found and actions taken. Keep each report in your files. Inspection Period: ___________________________________________________ Inspection Date: ____________________________________________________ Sheets Attached: ____________________________________________________ Name of Inspector: __________________________________________________ Inspector’s Signature: ________________________________________________ Summary/Recommendations: APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot 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. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of 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 height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of 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 ½ length of tank. All sediment removed from storage area. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. 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 Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and 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 doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat; covers access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. 4/24/2016 2016 Surface Water Design Manual – Appendix A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. 2016 Surface Water Design Manual – Appendix A 4/24/2016 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (If Applicable) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual – Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the 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. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. 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 Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and 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 Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of 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 through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. 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 Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot 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. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of 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 height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a 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. No hazard trees in facility. Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. 4/24/2016 2016 Surface Water Design Manual – Appendix A A-16 BioPod™ Biofilter with StormMix™ Biofiltration Media Description The BioPod™ Biofilter System (BioPod) is a stormwater biofiltration treatment system used to remove pollutants from stormwater runoff. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater and pollute downstream receiving waters unless treatment is provided. The BioPod system uses proprietary StormMix™ biofiltration media to capture and retain pollutants including total suspended solids (TSS), metals, nutrients, gross solids, trash and debris as well as petroleum hydrocarbons. Function The BioPod system uses engineered, high-flow rate filter media to remove stormwater pollutants, allowing for a smaller footprint than conventional bioretention systems. Contained within a compact precast concrete vault, the BioPod system consists of a biofiltration chamber and an optional integrated high-flow bypass with a contoured inlet rack to minimize scour. The biofiltration chamber is filled with horizontal layers of aggregate (which may or may not include an underdrain), biofiltration media and mulch. Stormwater passes vertically down through the mulch and biofiltration media for treatment. The mulch provides pretreatment by retaining most of the solids or sediment. The biofiltration media provides further treatment by retaining finer sediment and dissolved pollutants. The aggregate allows the media bed to drain evenly for discharge through an underdrain pipe or by infiltration. Configuration The BioPod system can be configured with either an internal or external bypass. The internal bypass allows both water quality and bypass flows to enter the treatment vault. The water quality flows are directed to the biofiltration chamber while the excess flows are diverted over the bypass weir without entering the biofiltration chamber. Both the treatment and bypass flows are combined in the outlet area prior to discharge from the structure. BioPod units without an internal bypass are designed such that only treatment flows enter the treatment structure. When the system has exceeded its treatment capacity, ponding will force bypass flows to continue down the gutter to the nearest standard catch basin or other external bypass structure. The BioPod system can be configured as a tree box filter with tree and grated inlet, as a planter box filter with shrubs, grasses and an open top, or as an underground filter with access risers, doors and a subsurface inlet pipe. The optional internal bypass may be incorporated with any of these configurations. In addition, an open bottom configuration may be used to promote infiltration and groundwater recharge. The configuration and size of the BioPod system is designed to meet the requirements of a specific project. Inspection & Maintenance Overview State and local regulations require all stormwater management systems to be inspected on a regular basis and maintained as necessary to ensure performance and protect downstream receiving waters. Without maintenance, excessive pollutant buildup can limit system performance by reducing the operating capacity of the system and increasing the potential for scouring of pollutants during periods of high flow. Some configurations of the BioPod may require periodic irrigation to establish and maintain vegetation. Vegetation will typically become established about two years after planting. Irrigation requirements are ultimately dependent on climate, rainfall and the type of vegetation selected. 2 INSPECTION AND MAINTENANCE GUIDE 3 Maintenance Frequency Periodic inspection is essential for consistent system performance and is easily completed. Inspection is typically conducted a minimum of twice per year, but since pollutant transport and deposition varies from site to site, a site-specific maintenance frequency should be established during the first two or three years of operation. Inspection Equipment The following equipment is helpful when conducting BioPod inspections: • Recording device (pen and paper form, voice recorder, iPad, etc.) • Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) • Traffic control equipment (cones, barricades, signage, flagging, etc.) • Manhole hook or pry bar • Flashlight • Tape measure Inspection Procedures BioPod inspections are visual and are conducted without entering the unit. To complete an inspection, safety measures including traffic control should be deployed before the access covers or tree grates are removed. Once the covers have been removed, the following items should be checked and recorded (see form provided on page 6) to determine whether maintenance is required: • If the BioPod unit is equipped with an internal bypass, inspect the contoured inlet rack and outlet chamber and note whether there are any broken or missing parts. In the unlikely event that internal parts are broken or missing, contact Oldcastle Stormwater at (800) 579-8819 to determine appropriate corrective action. • Note whether the curb inlet, inlet pipe, or – if the unit is equipped with an internal bypass – the inlet rack is blocked or obstructed. • If the unit is equipped with an internal bypass, observe, quantify and record the accumulation of trash and debris in the inlet rack. The significance of accumulated trash and debris is a matter of judgment. Often, much of the trash and debris may be removed manually at the time of inspection if a separate maintenance visit is not yet warranted. • If it has not rained within the past 24 hours, note whether standing water is observed in the biofiltration chamber. • Finally, observe, quantify and record presence of invasive vegetation and the amount of trash and debris and sediment load in the biofiltration chamber. Erosion of the mulch and biofiltration media bed should also be recorded. Sediment load may be rated light, medium or heavy depending on the conditions. Loading characteristics may be determined as follows: o Light sediment load – sediment is difficult to distinguish among the mulch fibers at the top of the mulch layer; the mulch appears almost new. o Medium sediment load – sediment accumulation is apparent and may be concentrated in some areas; probing the mulch layer reveals lighter sediment loads under the top 1” of mulch. o Heavy sediment load – sediment is readily apparent across the entire top of the mulch layer; individual mulch fibers are difficult to distinguish; probing the mulch layer reveals heavy sediment load under the top 1” of mulch. Often, much of the invasive vegetation and trash and debris may be removed manually at the time of inspection if a separate maintenance visit is not yet warranted. 4 Maintenance Indicators Maintenance should be scheduled if any of the following conditions are identified during inspection: •The concrete structure is damaged or the tree grate or access cover is damaged or missing. •The curb inlet or inlet rack is obstructed. •Standing water is observed in the biofiltration chamber more than 24 hours after a rainfall event (use discretion if the BioPod is located downstream of a storage system that attenuates flow). •Trash and debris in the inlet rack cannot be easily removed at the time of inspection. •Trash and debris, invasive vegetation or sediment load in the biofiltration chamber is heavy or excessive erosion has occurred. Maintenance Equipment The following equipment is helpful when conducting BioPod maintenance: •Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) •Traffic control equipment (cones, barricades, signage, flagging, etc.) •Manhole hook or pry bar •Flashlight •Tape measure •Rake, hoe, shovel and broom •Bucket •Pruners •Vacuum truck (optional) Maintenance Procedures Maintenance should be conducted during dry weather when no flows are entering the system. All maintenance may be conducted without entering the BioPod structure. Once safety measures such as traffic control are deployed, the access covers may be removed and the following activities may be conducted to complete maintenance: •Remove all trash and debris from the curb inlet and inlet rack manually or by using a vacuum truck as required. •Remove all trash and debris and invasive vegetation from the biofiltration chamber manually or by using a vacuum truck as required. •If the sediment load is medium or light but erosion of the biofiltration media bed is evident, redistribute the mulch with a rake or replace missing mulch as appropriate. If erosion persists, rocks may be placed in the eroded area to help dissipate energy and prevent recurring erosion. •If the sediment load is heavy, remove the mulch layer using a hoe, rake, shovel and bucket, or by using a vacuum truck as required. If the sediment load is particularly heavy, inspect the surface of the biofiltration media once the mulch has been removed. If the media appears clogged with sediment, remove and replace one or two inches of biofiltration media prior to replacing the mulch layer. •Prune vegetation as appropriate and replace damaged or dead plants as required. •Replace the tree grate and/or access covers and sweep the area around the BioPod to leave the site clean. •All material removed from the BioPod during maintenance must be disposed of in accordance with local environmental regulations. In most cases, the material may be handled in the same manner as disposal of material removed from sumped catch basins or manholes. Natural, shredded hardwood mulch should be used in the BioPod. Timely replacement of the mulch layer according to the maintenance indicators described above should protect the biofiltration media below the mulch layer from clogging due to sediment accumulation. However, whenever the mulch is replaced, the BioPod should be visited 24 hours after the next major storm event to ensure that there is no standing water in the biofiltration chamber. Standing water indicates that the biofiltration media below the mulch layer is clogged and must be replaced. Please contact Oldcastle Infrastructure at (800) 579-8819 to purchase the proprietary StormMix™ biofiltration media. 5 BioPod Tree Module BioPod Media Module BioPod Planter Module BioPod Media Vault 6 Curb Inlet or Inlet Rack Blocked Notes: Yes No BioPod Inspection & Maintenance Log BioPod Model__________________________ Inspection Date________________________ Location______________________________________________________________________________ Condition of Internal Components Notes: Good Damaged Missing Standing Water in Biofiltration Chamber Notes: Yes No Trash and Debris in Inlet Rack Notes: Yes No Trash and Debris in Biofiltration Chamber Notes: Yes No Maintenance Requirements Yes - Schedule Maintenance No - Schedule Re-Inspection Invasive Vegetation in Biofiltration Chamber Notes: Yes No Sediment in Biofiltration Chamber Notes: Light Medium Heavy Erosion in Biofiltration Chamber Notes: Yes No