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HomeMy WebLinkAbout22-100630-Preliminary TIR-02-10-2022-V1PRELIMINARY 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 915t Ave SE Mercer Island, WA 98040 kristen@kwoeng.onmicrosoft.com 206.755.3951 January 14, 2022 Table of Contents Section 1 - Project Overview.........................................................................................................................3 Section 2 — Conditions and Requirements Summary...................................................................................6 Section3 — Offsite Analysis........................................................................................................................... 7 Task 1. Study Area Definition and Maps..................................................................................................7 Task2. Resource Review..........................................................................................................................8 Task3. 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 Section7 — 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 AppendixA —TIR Worksheet (Figure 1)......................................................................................................20 Appendix B — Geotechnical Report.............................................................................................................21 AppendixC — WWHM.................................................................................................................................22 AppendixD — Engineering Plans.................................................................................................................23 Appendix E — Operations and Maintenance Manual..................................................................................24 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 2 January 2022 Section 1 - Project Overview The site is located at 803 S 3481h 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. � aims oermata9gy Q �� � u„ae Federal We""` G academy ti Qnal;y he ` 1 - Rejua "ta Chnl,® Jl Federal way L.aer u� Federal Way CSOO B SurgeonsQ 53Qgi�w NoT.—B Wellness A Small Animal ] Eleeen O Taco bell N kospital V )dnrh St - °�— 3 S 348th St 5348th St S 348th St S 348th NTS w 5 348th St SE - VCA Panther Lake Animal Hospit.. O West kylebos Wetlands Par4 903 5 348th St, Federal Way, WA 98003 Burger King C Precious Nails and ODay, Inn by Wyndham Sport Clips kai Federal Way Spa Salon Q a Fed-. 8 � Jimm®aCs . F: _ �nad'honse Blue Mend d Roll le 1QHO e, Teriyaki Wok ofh�e oepae O o L v - Ameri<Machinery Corp O e tma� War ''rye a — ✓r Nnte 2 s sslz! sI .4 Qa 1 Ban So Tum I—, Thai v !! 5352ne sisi�r / Hylot?05 Wetlands: Z �_� /� 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. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 3 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 348t" St right-of-way. M ;gym S 348tn St — IT" UL h Nl SITE h77, 4 � a •m • - _77��ii�� .,. 4y K i4 M •y 1 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. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 4 January 2022 0 -� i Figure 4 — Soils Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 5 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 6 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 7 January 2022 Task 2. Resource Review Per King County NAP 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 3481n 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 S. 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 8 January 2022 S 348" St 803 tot, ti _y r .•r• SITE v� r11• .`ir �". �, f�' - fir'•. .a -'' ''.�•-\��' �� _ *`"S �'it. ,� S�k� 1,01 4{ fL A Y ��''s' `''y _ '�`^�- _ "__!e` �p��11 is7y-. �� � � s �`� ►.r •yy � . - ju AOL y ' ' a�.,,'� '�+ ,'�`"� `�� ..:�'� * "�• � •{ - � fit Ir av 9$► w Figure 5 - Downstream Drainage System Map Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 9 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. Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 10 January 2022 S.S. MANHOLE RIM = 225.00' I.E. = 216.90: (C/L CHANNEL) 12" E/W — — — — — E.=z1s.9o'(c/LCHANNEL>s N/s SOUTH 348TH STREET TYPE C.B,, o' a�'m w TYPE 2 IS.B. 20 10 0 20 40 RIM = 225.7Q' RIM = 230,02' I E = 221.42' (�12"CMP W J \ \ \ I.E. = 223.5Z' (12"CMP W.) _ SCALE IN FEET 50' Y� \LE. = 221.43' ('F.�"CMP E.) G2 \ \\ \ I.E. = 225.Q2' (TOP STOVE PIPE) APyyROACH \ CONC. SIDEWAL Cl1T I C NC. SIDEWA K / CUTROA i CO C. SIDEWALK GRASS ASPHALT \, GRASS TDA/BASIN SITE � \ N 88°3913�'�W 100.00' 28� � WWHM MODELING LAND USE: FOREST: 0.607 AC GATE/ �''a ECOLOGY BLOCK WALL TOTAL: 0.607 AC ASPHALT TDA/BASIN: I 225— 1 GRAVEL 111 SITE \ GRAVEL \ \I N \ 1 I \\ I I ECOLOGY BLOCK WALL 5' CHAIN LINK FENCE 1 II I N W I 2021049034 a ECOLOGY BLOCK WALL I ry I \ I GRAVEL I I r I I I �P � I I I I N 5' CHAIN LINK FENCE 1 � 1 i7'26 I GRAVEL 1 1 1 N 88°39'36 Ko 10 . 00' CALL 811 2 BUSINESS DAYS BEFORE YOU CIIG Q J Q rz WM Q O O � H C. W0 Kr LL o 00 Li 1¢ LL] Ni J (n W Ld W W 0 0 LL DC "' z cD H �rr ,z, Lu I. i V N VATA ''^^ VJ Z 0 Z 0 ZDESIGNED KWO CHECKED KWO DRA ON NAS 'A) CHECKED KWO AS -BUILT 57< WJOB N0. 20-021 I DATE 01 /2022 m: ORAIHNC NAME u 1 OF 1 T I SOUTH 348TH STREET - - 50, - - — — — — — — — — — — — — — — — — — — 2021049034 6 TDA/BASIN: SITE 20 10 0 20 40 SCALE IN FEET TDA/BASIN SITE LAND USE AREA TAKEOFFS: ROOF: 887 SF PAVEMENT: 17,398 SF LANDSCAPE: 8,173 SF TOTAL: 26,458 SF =0.607 AC WWHM MODELING LAND USE: IMPERVIOUS: 0.419 AC LANDSCAPE (PASTURE): 0.188 AC TOTAL: 0.607 AC LEGEND LANDSCAPE (PASTURE) IMPERVIOUS (ASPHALT) IMPERVIOUS (CONCRETE) Q a o� W 0 0 W LLLLJ o �� �r �Q >�3 W J Q O� (n � W H] W W 0 0 LL z J ilia �z WW7 g 1L O $ Q z � z Z//� w c/) 0 M 3 vJ Q J_ n 0 m CV ,•. I Z o u] 0 Z 0 W 0 J W =AS-BUILT UJI QJOH N0. 20-021 GATE 01 /2022 cr ORAMiNC NAME 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 13 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. 1.49AR0.67so.s 1.49(0.342)(0.165)0.670.0050.1 Q = _ = 0.90 cfs n 0.012 A = rcr' = 740.33)Z = 0.342 P = 27cr = 27c(0.5) = 2.073 A 0.342 R=_ P 2.073=0.165 n = 0.012 Technical Information Report KWO Engineering, PLLC Davis BigFoot Java Federal Way 14 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. IIIIIIIIA-1 • c 1 ° Cumulative Probabil ty , 1.0 + + + L + + 701 + +++++++ 0.1 0.1 05 1 2 5 10 20 30 50 70 BD 90 95 98 9D995100 Stream%teclienDuration I LID Duialion RmPequenq, Wet -Quaky Hydrog�aph j W0Iandlnput Voiunes UDRepod Kirg2012 Recharge Recharge Redeveloped J Recharge Mitigated Anallm dalaaeta Corrpaet WDM Delete Selected r Monthly FF 1 PUYALLUP DAILY EVAP WIDEN S E"Al S 2 seelac 15 minute 5O1 POC1 Pede cio ed flow 801 PO 1 1.400ted flow 1000Tank IALL OUTLETS Mitgated 1001 Tank 1 STAGE Mitigated All Datasels Flow Stage to Evap POC1 Flood Frequency Method r: Lop Pearson Type III 17E r Webull C Crmare r Grigarren Section 6 - Special Reports and Studies Floc Fre 1--'y A Flow Cofs1 0701 15a 2 Year 0.1634 5 Year 0.2069 10 Year 0_2365 25 Year 0.2750 50 Year 0.3045 1DU Year 0.3347 Anneal Peaks 1945 0.2159 1950 0.2236 1951 0.1373 1952 0.1131 1953 0.1242 1954 0.1339 1955 0.1498 1956 0.1474 1957 0.1708 195E 0.1330 19so 0.1354 1960 0.1434 1961 0.1452 1962 0.1232 1963 0.1402 1964 0.1335 1965 0.1741 1966 0.2169 1967 0.1965 196a 0.2222 1969 0.1572 1970 0.2533 1971 0.1010 1972 0.2909 1973 0.1110 1974 0.1656 1975 0.1066 1976 0.2322 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 Big Foot Java Federal Way 15 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 vertical (31-1:1V) 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 16 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 channelization 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 17 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 18 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 19 January 2022 Appendix A - TIR Worksheet (Figure 1) Technical Information Report Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Peril PROJECT OWNER AND PROJECT ENGINEER Project Owner Steve Date i s Phone 253.1y Dlo. 558(� Address (4112.4 PG0.n0r-a.rnA_ I>►' N -Tacoma, wA a847.2 Project Engineer I;riSiPv%Orr.Aor-W,PE Company Kwo Ery(ivl-e_ i!2A , IF LAf, Phone•�55. 3g51 Part 3 TYPE OF PERMIT APPLICATION P Landuse (e.g.,Subdivision / Short Subd. / UPD) ® Building (e.g.,M/F / Commercial / SFR) ❑ Clearing and Grading ❑ Right -of -Way Use ❑ Other Part2 PROJECT LOCATION AND DESCRIPTION Project Name DPER Permit # Location Township 2) N Range 4E Section Zo Site Address Boa S 34s" "' St FeAeral wm . WA stem Part4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Management Structural ult/_ Rockery/Vault/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) 0 Full Type of Drainage Review ❑ Targeted Plan Type (check ❑ ❑ Full (check one): ❑ Simplified one): Modified ❑ Large Project ❑ Simplified Date (include revision ❑ J Directed Date (include revision J~� i i dates): an 2-02-► dates): Date of Final: Date of Final: Part6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard Experimental / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: 2016 Surface Water Design Manual 4/24/2016 1 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: Re: KCSWDM Adjustment No. Part8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Fedtr-�Ll W A-y Special District Overlays: Drainage Basin: H� I-cbus Ci'eey-. Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ® Wetlands r- enss -�e ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type �y�r�ctY- P�Idtirwooc� rtivcl v�ciy I OA-IM moo. � t Slopes (a -1601. ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached ❑ Sole Source Aquifer ❑ Seeps/Springs Erosion Potential 2016 Surface Water Design Manual 2 4/24/2016 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PartIll DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA 0 LID Infeasibility ❑ Other ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one FIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: S1� (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsfte Analysis Level: 0/ 2 / 3 dated: Flow Control (include facility Level: 1 ! / 3 or Exemption Number summary sheet) Flow Control BMPs S of l A y)Cr% n w.fi Conveyance System Spill containment located at: 0075tnr^� Erosion and Sediment Control ! CSWPP/CESCUESC Site Supervisor: SieVC LAV t S Construction Stormwater Contact Phone: 25 a-te01" 5810 Pollution Prevention After Hours Phone: )-s 5 •(aoly • 55810 Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality (include facility Type (circle one): Basic / Sens. Lake /(nhanced Basic Bog summary sheet) or Exemption No. Landscape Management Plan: Yes /® Special Requirements (as applicable): Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major ! Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: iv IA 2016 Surface Water Design Manual _ 4/24/2016 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control Describe land use: Cokv,rneraiA l (commercial / industrial land use) Describe any structural controls: not ie Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits Stabilize exposed surfaces Cover Measures 0 Perimeter Protection Remove and restore Temporary ESC Facilities l.d Clean and remove all silt and debris, ensure L, Traffic Area Stabilization operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as Sediment Retention necessary Surface Water Collection ❑ Flag limits of SAO and open space preservation Dewatering Control areas ❑ Other Dust Control JFlow Control ❑ Protection of Flow Control BMP Facilities (existing and proposed) U Maintain BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other C MF-i&Oy-. ❑ Vegetated Flowpath ❑ Wetpool ❑ Filtration ❑ Oil Control ❑ Spill Control ❑ Flow Control BMPs ❑ Other 51,OF0k Bio-ril 2016 Surface Water Design Manual 4/24/2016 KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSITRACTS Part16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. Signs 2016 Surface Water Design Manual 424/2016 Appendix B - Geotechnical Report Technical Information Report Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 0001mos0000l000Ppowomo—ow- GEORESOURCES earth science & geotechnical engineering 4809 Pacific Hwy. E. Fife, Washington 98424 1 253.896.1011 1 www. georesources.rocks Steve Davis 6124 Panorama Drive NW Tacoma, WA 98422 (253) 606-5586 stevedavisexcavating@gmail.com August 24, 2021 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 12 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 EngineeringServices 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 (EwQ 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. GEO RESOURCES earth 5cicnre d geMuhnlcal cngirecring Davis.S348thSt.RG August 24, 2021 page 13 Everett-A/derwood rg ave//y sandy /oams 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 (QThe 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. glac/al t/ll L t. 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 81/4 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 G E 0 R E S 0 U R C E S earth 5cicnre d geMuhnical cngirccring Davis.S348thSt.RG August 24, 2021 page 14 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 Surface Termination Termination Test Pit Functional Location Elevation' Depth Elevation' Number (feet) (feet) (feet) TP-1 Northern portion of site 227 8'/4 2183/4 TP-2 Central portion of site 226 8 218 TP-3 I Southern portion of site 1 225 1 8 1 217 Notes: = 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 5'/4 to 7'/2 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 5'/4 to 7'/z 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 GEO RESOURCES earth 5cicnre K geMuhnical cngirccring Davis.S348thSt.RG August 24, 2021 page 1 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 ATCHazard by location website to estimate seismic design parameters at the site. Table 3, below, summarizes the recommended design parameters. TABLE 3: 2018 /BCPAR4METER5 FOR DE516N OFSE/SM/CSTRUCTURES 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 Sens = 1.5819 Design SRA Sos = 1.0519 G E 0 R E S 0 U R C E S earth 5cicnre d geMuhnical cngirccring Davis.S348thSt.RG August 24, 2021 page 16 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 designed and constructed as recommended will be less than �/2 inch, forthe 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. G E 0 R E S 0 U R C E S earth 5cicnre d geMuhnical cngirccring Davis.S348thSt.RG August 24, 2021 Page 1 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 1 H:1 V 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 where 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 000001�,-- GEO RESOURCES earth 5cicnre d geMuhnlcal cngirecring Davis.S348thSt.RG August 24, 2021 Page 1 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 GEO RESOURCES earth 5cicnre d geMuhnical cngirecring Davis.S348thSt.RG August 24, 2021 Page 1 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 ,borrovV' 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: G E 0 R E S 0 U R C E S earth 5cicnre d geMuhnlcal cngirecring Davis.S348thSt.RG August 24, 2021 page 1 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. G E 0 R E S 0 U R C E S earth 5cicnre d geMuhnical cngirccring Davis.S348thSt.RG August 24, 2021 page 1 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 Y�V /'4"� Davis Carlsen, GIT Staff Geologist Keith S. Schembs, LEG Eric W. Heller, PE,LG Principal Senior Geotechnical Engineer DC:KSS:EWH/dc DoclD: 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 G E 0 R E S 0 U R C E S earth 5cicnre K geMuhnical cngireering Qctnt Rd 5 v r � Dash Point ° Rate Park Lak�'I❑ r SW 320Lh st SW 3401h SL 5W 344[ sit 4,.I [ }'•Tr'tlt�ll F� -{ s2s8rh st 4 �� - -[ N•.t• 3 �• �ooth st -- , - 298M St 2 Q�rC •:; 3onlh 9 s[ - .titi 4�L9 .70 JVI 6 3G4[h st �{ Steel fake£ Doflo f q a 1 L2ke P2 rk { k 1;[NN! r.-`;;-, 3120151 r; w° w15t1 Lake ;'+ s 316th FI N S� M :13611­, SW [ W st m it t� h v - 3 r,rh •� p �y c Ylou E 320th SL �.1 r '„f� '� '" R L� hit TJ ti 3215[ 2 .. Federal n r. - IN i Way y 3: 6 Z330 ,^ ., serth North fake �3"tbs - = Ln KiUs c.,i llc'1 ILh st sw . � eoundaly P /17 Lccke Ge,l Va •n'aLland Park 7 5 :549Lh = s[ Y c N it s . } Lake .. .. ti s° � 'c r' Q K."Yame'r m S14 q 5.356[h Sit ]61 + _ Algona Stu,: 1; sttA V S 360[h f;. 1 sC 3 st Ave S AI-N n 2 a Fr•;en7ife n . ;E Elling.n Rd - � .i t it Pacific xr�Y MM ton Approximate Site Location Map created from King County iMap (https://gismaps.kingcounty.gov/iMap/) GEORESOURCES earth science & geotechnical engineering 4809 Pacific Hwy. E. I Fife, WA 98424 1 253.896,1011 1 www. g eore sources. rocks Not to Scale Site Location Map Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 1 6 1 JkiirdAr I IF - i� `J { Yi 1� jugWo ■ ■ ■ . k 1 _ 1 f r— Notes: Provided Site Plan Not to Scale TP-# Exploration number and approximate locations (GeoResources 2021) ,r ■00,0 � ■ k WN il NORTH G E 0 R E S 0 U R C E S earth science & geotechnical engineering 4809 Pacific Hwy, E. I Fife, WA 98424 1 253.890.1011 1 www, genre so urces.rocks P.m Site & Exploration Map Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 2 Approximate Site Location Map created from King County iMap (https://gismaps.kingcounty.gov/iMap/) GEORESOURCES earth science & geotechnical engineering 4809 Pacific Hwy. E. I Fife, WA 98424 1 253.896.1011 1 www. g eore sources. rocks Site Vicinity Map Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 Not to Scale Approximate Site Location Map created from Web Soil Survey (http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) Soil Erosion Hydrologic Soil Name Parent Material Slopes Type Hazard Soils Group Everett-Alderwood Slight to EwC gravelly sandy Basal till with some volcanic ash 6 to 15 B Moderate loams No Norma sandy loam Alluvium 0 to 2 Slight A/D Sk Seattle Muck Grassy organic material 0 to 1 Slight B/D GEORESOURCES earth science & geotechnical engineering 4809 Pacific Hwy. E. I Fife, WA 98424 1 253.896.1011 1 www. g eore sources. rocks NRCS Soils Map Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 Not to Scale WAS IN Qvt _ r i Nall L ia. _... NMI *. ;I ■T aafir+ rr — 4 V Of Qvr ti ti Qvt.. � 7 1. ° T r. Approximate Site Location An excerpt from the Geologic Map of the PovertyBay 7.5-Minute Quadrangle, Washington by Derek B. Booth, Howard H. Waldron, and Kathy G. Troost (2003) Qvr Recessional outwash deposits Qvt Glacial Till GEORESOURCES earth science & geotechnical engineering 4809 Pacific Hwy. E. I Fife, WA 98424 1 253.896.1011 1 www. g eore sources. rocks Not to Scale Geologic Map Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 DocID: Davis.S348thSt.F August 2021 Figure 5 SLOPED TO DRAIN ELOW GRADE WALL AWAY FROM STRUCTURE --DRAINAGE SAND AND GRAVEL COS TYPE 26 (SEE NOT E 3) PAVEMENT OR 18" :'. DAMP PROOFING IMPERVIOUS SOIL WEEP HOLES (SEE NOTE 1) WALL SACKFILL SEE NOTE 2=`- '; > FLOOR SLAB EXCAVATION SLOPE —VAPOR RETARDER CONTRACTOR'S REPSONSIBILITY Z } Z 6" MIN ON SIDES OF PIPE: i Z � 2" BELO r Z WASHED PEA GRAVEL'CLEAN CRUSHED GRAVEL -PERIMETER `SUBDRAIN PIPE Notes 1. Washed pea gravel/crushed rock beneath floor slab could be 6. The subdrain should consist of 4" diameter (minimum), hydraulically connected to perimeter/subdrain pipe. Use of 1" slotted or perforated plastic pipe meeting the requirements diameter weep holes as shown is one applicable method. Crushed of AASHTO M 304; 1/8-inch maximum slot width; 3/16- to 3/8- gravel should consist of 3/4" minus. Washed pea gravel should consist inch perforated pipe holes in the lower half of pipe, with of 3/8" to No. 8 standard sieve. lower third segment unperforated for water flow; tightjoints; sloped at a minimum of 6'7100'to drain; cleanouts to be 2. Wall backfill should meet WSDOT Gravel Backfill for walls Specification provided at regular intervals. 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 Q. 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. GEORESOURCES earth science & gecitechnical engineering 4609 Pacific Hwy. E. I Fife, WA 98424 1 253.896.1011 1 www. georesources.rocks 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 Y4" Minus Crushed Gravel Sieve Size % Passing by Sieve Size % Passing by Weight Weight 3/" 100 3/4' 100 No4 28-56 W, 75-100 No8 20-50 1/4" 0-25 No50 3-12 No 100 0-2 No 100 0-2 (by wet (non -plastic) na1 Typical Wall Drainage and Backfill Detail Proposed Commercial Development 803 South 3481" Street Federal Way, Washington PN:2021049087 Appendix A Subsurface Explorations SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL GP POORLY -GRADED GRAVEL COARSE GRAINED More than 50% GRAVEL GM SILTY GRAVEL SOILS Of Coarse Fraction WITH FINES Retained on GC CLAYEY GRAVEL No. 4 Sieve SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND More than 50% SP POORLY -GRADED SAND Retained on No. 200 Sieve More than 50% SAND SM SILTY SAND Of Coarse Fraction WITH FINES Passes SC CLAYEY SAND No. 4 Sieve SILT AND CLAY INORGANIC ML SILT CL CLAY FINE GRAINED SOILS Liquid Limit ORGANIC OL ORGANIC SILT, ORGANIC CLAY Less than 50 SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY More than 50% Passes No. 200 Sieve Liquid Limit ORGANIC OH ORGANIC CLAY, ORGANIC SILT 50 or more HIGHLY ORGANIC SOILS PT PEAT NOTES: Field classification is based on visual examination of soil in general accordance with ASTM D2488-90. 2. Soil classification using laboratory tests is based on ASTM D2487-90. 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. G EORESOU RCES earth science & geotechnical engineering 4809 Pacific Hwy, E. I Fife, WA 98424 1 253.895.1011 1 www. georesources.rocks SOIL MOISTURE MODIFIERS: Dry- Absence of moisture, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table Unified Soils Classification System Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 Test Pit TP-1 Location: Northern portion of site Approximate Elevation: 227' Depth (ft) Soil Type Soil Description 0 - 5'/4 GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 51/4 - 81/4 SM Grey -tan silty sandy GRAVEL (dense, moist) (glacial till) Terminated at 8'/4 feet below ground surface. No caving observed at time of excavation No groundwater seepage observed. Mottling observed at approximately 51/4 feet below ground surface Test Pit TP-2 Location: Central portion of site Approximate Elevation: 226' Depth (ft) Soil Type Soil Description 0 - 71/2 GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 71/2 - 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 71/2 feet below ground surface Logged by: DC Excavated on: August 3, 2021 G EORESOU RCES earth science & geotechnical engineering 4809 Pacific Hwy, E. I Fife, WA 98424 1 253.996.1011 1 www. georesources.rocks Test Pit Logs Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 Depth (ft) 0 - 7 7 - 8 Logged by: DC Test Pit TP-3 Location: Southern portion of site Approximate Elevation: 225' Soil Type Soil Description GP Grey poorly graded GRAVEL with some coarse sand (dense, moist) (undocumented fill) 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 G EORESOU RCES earth science & geotechnical engineering 4809 Pacific Hwy, E. I Fife, WA 98424 1 253.996.1011 1 www. georesources.rocks Excavated on: August 3, 2021 Test Pit Logs Proposed Commercial Development 803 South 348t" Street Federal Way, Washington PN: 2021049087 Appendix 6 Laboratory Test Results Particle Size Distribution Report d _d_ _� o N0M00 0 oao(� 100 90 80 70 Z 60 Z uJ 0� 40 uJ 30 20 10 0 100 10 1 0.1 0.01 0.001 GF; AIN SIZE - mm %13" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 1 35.7 30.5 4.2 5.5 9.8 14.3 Test Results (ASTM D 6913 & ASTM D 1140) Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 2.0 100.0 1.5 91.0 1.25 83.6 1 69.7 .75 64.3 .5 46.7 0.375 41.7 #4 33.8 #10 29.6 #20 26.8 #40 24.1 #60 20.8 #100 17.7 #200 14.3 (no specification provided) Location: TP-1, S-1 Sample Number: 102356 Depth: 7 GeoResources, LLC Fife, WA Tested By: Material Description Silty Sandy GRAVEL (GM) Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= GM AASHTO (M 145)= A-1-a Coefficients D90= 36.9309 D85= 32.5855 D60= 16.8936 D50= 13.7780 D30= 2.2605 D95= 0.0869 D10= Cu= Cc= Remarks Natural Moisture: 4.0% Date Received: 7/30/21 Date Tested: 8/17/21 Tested By: MAW Checked By: KSS Title: PM Client: Steve Davis Project: Proposed Commerical Development Checked By: Date Sampled: 7/30/21 Appendix C - WWHM Technical Information Report Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 WWH? PROJECT 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 2 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 3 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 Tank 1 Interflow Tank 1 Groundwater Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 4 Routing Elements Predeveloped Routing Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 5 Mitigated Routing Tank 1 Dimensions Depth: Tank Type: Diameter: Length: Discharge Structure Riser Height: Riser Diameter: Orifice 1 Diameter: Orifice 2 Diameter: Orifice 3 Diameter: Element Flows To: Outlet 1 8 ft. Circular 8 ft. 185 ft. 7.5 ft. 12 in. 0.39 in. Elevation:0 ft. 1 in. Elevation:5.5 ft. 0.5 in. Elevation:7 ft. 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 6 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 7 Analysis Results POC 1 oo >o ioo > Per-- Time Exce m—, + 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 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 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 POC #1 POC #1 Davis BFJ tank 2 11/11/2021 11:17:15 AM Page 8 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 9 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 10 Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 11 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 12 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 13 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 14 LID Report LID Technique Usedfor Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Tank 1 PDC ❑ 68.84 ❑ 0.00 Total Volume Infiltrated 68.84 0.00 0.00 0.00 0.00 0% No Treat. Credit Duration Compliance with LID Analysis Standard B% oft-yrto 50% of Result = yr Passed Davis BFJ tank 2 11/11/2021 11:17:47 AM Page 15 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 16 Appendix Predeveloped Schematic „ Basin �0.61ac Davis BFJ tank 2 11/11/2021 11:17:56 AM Page 17 Mitigated Schematic SI Basin 0.61ac Tank 1 Davis BFJ tank 2 11/11/2021 11:17:57 AM Page 18 Predeveloped UC/ File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 19 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2009 09 30 FILES <File> <Un#> END FILES OPN SEQUENCE UNIT SYSTEM 1 <----------- File Name--- --------------------------->*** *** 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 1 Tank 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 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 20 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-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 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 21 # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATEI 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 Al 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 22 1 1 0.04 0.0 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # - # *** VOL Initial value of COLIND *** ac-ft for each possible exit <------><-------- > <--- ><--- ><--- ><--- ><---> *** 1 0 4.0 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 Outflowl (ft) (acres) (acre-ft) (cfs) 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 0.5 0.0 *** Initial value of OUTDGT for each possible exit <--- ><--- ><--- ><--- ><---> 0.0 0.0 0.0 0.0 0.0 Velocity Travel Time*** (ft/sec) (Minutes)*** Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 23 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> <Name> MASS -LINK PERLND PWATER END MASS -LINK <-Member-><--Mult--> <Name> # #<-factor-> 2 SURO 0.083333 2 MASS -LINK 3 PERLND PWATER IFWO Davis BFJ tank 2 0.083333 <Target> <Name> RCHRES RCHRES 11/11/2021 11:17:58 AM <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL INFLOW IVOL Page 24 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 25 Predeveloped HSPF Message File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 26 Mitigated HSPF Message File Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 27 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 Davis BFJ tank 2 11/11/2021 11:17:58 AM Page 28 Appendix D - Engineering Plans Technical Information Report Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 CITY OF FEDERAL WAY GENERAL NOTES 1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO PRE -CONSTRUCTION MEETING. 2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY REVISED CODE (FWRC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF PROJECT APPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE MOST RECENT VERSION OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (WSDOT/APWA), THE KING COUNTY ROAD STANDARDS (KCRS), AD THE KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL ENGINEER TO CORRECT ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF FEDERAL WAY. 3. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO FEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION. 4. APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (I.E. DOMESTIC WATER CONVEYANCE, SEWER CONVEYANCE, GAS, ELECTRICITY, ETC). 5. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, AND THE APPLICANTS CONSTRUCTION REPRESENTATIVE. 6. A SIGNED COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION 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. TO 8:00 P.M. ON SATURDAYS. 8. RIGHT-OF-WAY CONSTRUCTION IS ALLOWED 8:30 A.M. TO 3:00 P.M. MONDAY THROUGH FRIDAY. WRITTEN AUTHORIZATION TO WORK OUTSIDE OF THESE HOURS MUST BE GRANTED BY THE PUBLIC WORKS DIRECTOR. 9. IT SHALL BE THE APPLICANTS /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHT-OF-WAY. 10. FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF KCRS CHAPTER 8 ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TO CONSTRUCTION. 11. VERTICAL DATUM SHALL BE KCAS OR NCVD-29. 12. GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT OF WAY OR APPROPRIATE DRAINAGE EASEMENTS, BUT NOT UNDERNEATH THE ROADWAY SECTION. ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH THE WSDOT/APWA STANDARD SPECIFICATIONS. 13. ALL UTILITY TRENCHES IN THE RIGHT-OF-WAY SHALL BE BACKFILLED 5/8" CRUSHED ROCK AND COMPACTED TO 95% DENSITY. WHEN TRENCH WIDTH IS 18 INCHES OR LESS, AND IS WITHIN THE TRAVELED WAY, TRENCH WILL BE BACKFILLED WITH CONTROL DENSITY FILL (SELF -COMPACTED FLOWABLE FILL) AS DEFINED BY WSDOT 2-09.3(1)e. THE AGGREGATE WILL BE 318" MINUS. 14. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY IN ACCORDANCE WITH WSDOT 2-06.3. 15.OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFIALLY APPROVED 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 NEEDED ACTIONS TO PROTECT LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC 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 PER THE LATEST EDITION OF MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 18. ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE AFTER PAVING ASPHALT WEARING COURSE. 19. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION ONLY. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CFW DRAWING NUMBERS 3-22, 3-23. ROCKERIES MAY NOT EXCEED SIX FEET IN HEIGHT FOR CUT SECTIONS OR FOUR FEET IN HEIGHT FOR FILL SECTIONS UNLESS DESIGNED BY A GEOTECHNICAL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. CONSTRUCTION SEQUENCE A. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, HOLD A PRE -CONSTRUCTION MEETING WITH CITY OF FEDERAL WAY OFFICIALS, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE. B. FLAG THE CLEARING LIMITS. C. INSTALL NECESSARY TEMPORARY EROSION CONTROL MEASURES (TESC), INCLUDING SILT CONTROL FENCE AND INLET PROTECTION. PROTECT LID SYSTEMS FROM SEDIMENT 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 WATER QUALITY FACILITIES AND STREET/ROW IMPROVEMENTS. F. ADJUST TESC PLAN AS NECESSARY FOR SITE CONDITIONS AND WEATHER THROUGHOUT CONSTRUCTION. LIMIT DURATION OF EXPOSED SOILS AS PRACTICAL. STABILIZE ALL EXPOSED SOILS. USE PLASTIC COVERING OR EQUAL FOR TEMPORARY COVER; HYDROSEEDING, LANDSCAPING, OR EQUAL FOR PERMANENT COVER. G. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF THE ENTIRE SITE. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. H. REMOVE TESC MEASURES WITHIN 30 DAYS, FOLLOWING FINAL SITE STABILIZATION. REMOVE SEDIMENT FROM STORM FACILITIES. CITY OF FEDERAL WAY DRAINAGE NOTES 1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO THE PRECONSTRUCTION MEETING. 2. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH WSDOT 7-08.3(1). THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF FOUNDATION MATERIAL, AND REQUIRED PIPE BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE PIPE IS SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. 3. STEEL PIPE SHALL BE GALVANIZED AND HAVE ASPHALT TREATMENT #1 OR BETTER INSIDE AND OUTSIDE. 4. ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS AND MANHOLES, NOT LOCATED WITHIN A TRAVELED ROADWAY OR SIDEWALK SHALL HAVE SOLID LOCKING LIDS. ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DETENTION FACILITY 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 OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS TO MATCH THE SIDE SLOPES. 7. ROCK FOR EROSION PROTECTION OF DITCHES, CHANNELS, AND SWALES, WHERE REQUIRED, MUST BE OF SOUND QUARRY ROCK, PLACED TO A DEPTH OF ONE FOOT AND MUST 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 IN ACCORDANCE WITH KCRS DRAWING NUMBER 7-024 OR AS AMENDED BY THE APPROVED PLANS. 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 THE LOT, SO AS TO SERVICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS, DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE OR SUB -SURFACE DRAINS NECESSARY TO RENDER THE LOTS SUITABLE FOR THEIR INTENDED USE. EACH OUTLET SHALL HAVE FREE -FLOWING, POSITIVE DRAINAGE TO AN APPROVED STORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION. B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A FIVE-FOOT HIGH, 2X4 STAKE MARKED "STORM". THE STUB -OUT SHALL EXTEND ABOVE SURFACE LEVEL, BE VISIBLE AND BE SECURED TO THE STAKE. C. PIPE MATERIAL SHALL CONFORM TO UNDERDRAIN SPECIFICATIONS DESCRIBED IN KCRS 7.03 AND, IF NON-METALLIC, THE PIPE SHALL CONTAIN WIRE OR OTHER ACCEPTABLE DETECTION. D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED TO CONVEY FLOWS THROUGH INDIVIDUAL LOTS. E. THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATIONS 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 THE LOT HOMEOWNER. G. THE CITY DOES NOT ALLOW TAP -IN OR CUT -IN TEES ON MAINS FOR INDIVIDUAL LOT DRAINAGE. VERIFICATION NOTE ' ALL EXISTING UTILITIES IN THE CONSTRUCTION AREA SHALL BE IDENTIFIED AND VERIFIED FOR DEPTH AND LOCATION PRIOR TO ANY CONSTRUCTION ACTIVITIES SO AS TO IDENTIFY ANY POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION. PRIOR TO ANY CONSTRUCTION ACTIVITIES, VERIFY EXISTING TOPOGRAPHY IS CONSISTENT WITH WHAT IS SHOWN ON PLANS. IF THERE ARE ANY Know what's below. POTENTIAL CONFLICTS WITH PROPOSED CONSTRUCTION ACTIVITIES, CONTACT THE ENGINEER Call before you dig. IMMEDIATELY. PROJECT CONTACTS CITY PUBLIC WORKS DEPARTMENT PRECONSTRUCTION/ INSPECTION NOTIFICATION PHONE NUMBER: (253)835-2700 ONE -CALL UTILITY LOCATOR: 1 (800) 424-5555 OWNER/APPLICANT STEVE DAVIS 6124 PANORAMA DR NE TACOMA, WA 98422 (253)606-5586 STEV E DAV ISEXCAVATI NG@GMAI L.COM ARCHITECT MIKE BAILY LDG ARCHITECTS 6525 15TH AVE NW #220 SEATTLE, WA 98117 (206)283-4764 MIKE@LDGARCH ITECTS.COM CIVIL ENGINEER KRISTEN ORNDORFF, PE KWO ENGINEERING, PLLC 4505 91ST AVE SE MERCER ISLAND, WA 98040 (206)755-3951 KRI STEN @KW OENG.ON M ICROSOFT.COM SURVEYOR JAY BABCOCK, PLS OLYMPIC SURVEYING, LLC 19512 94TH ST E BONNEY LAKE, WA 98391 (206)396-2022 JAYBABCOCK@COMCAST.NET LEGEND (EXISTING) TENANT JENNIFER WHITMORE BIGFOOT PROPERTIES XLV, LLC 420 ELLINGSON ROAD, SUITE 200 PACIFIC, WA 98047 (253) 261-3258 J EN N I FER@B I G FOOTJAVA.COM ENGINEERING GEOLOGIST KEITH SCHEMBS, LEG GEO RESOURCES, LLC 5007 PACIFIC HIGHWAY EAST, #16 FIFE, WA 98424 (253)896-1011 KE ITHS@GEORESOU RCES. US LANDSCAPE ARCHITECT KENLONEY MAIN STREET DESIGN 9402 TIDAL COURT BAINBRIDGE ISLAND, WA 98110 (206)842-7886 MAIN STRE ET@ EA RT H L I N K. N ET TRAFFIC ENGINEER MARK JACOBS, PE, PTOE JAKE TRAFFIC ENGINEERING, INC 2614 39TH AVE SW SEATTLE, WA 98116 (206)799-5692 JAKETRAFFI C@COMCAST.N ET - - - - RIGHT-OF-WAY - - PROPERTY BOUNDARY CENTERLINE - - - - - - - - EASEMENT - -410 - - EXISTING MAJOR CONTOURS - - - -408 - - - EXISTING MINOR CONTOURS EXISTING CURB EXISTING CONCRETE ss EXISTING SEWER Os EXISTING SANITARY SEWER MANHOLE so EXISTING STORM EXISTING STORM MANHOLE ❑ EXISTING CATCH BASIN 03 EXISTING WATER METER D4 EXISTING WATER VALVE EXISTING FIRE HYDRANT oP EXISTING OVERHEAD POWER o EXISTING POWER POLE ITI EXISTING ELEC. HAND HOLD A EXISTING LIGHT IT EXISTING GAS METER 0- EXISTING TRAFFIC LIGHT EXISTING SIGN DISCLAIMER SURVEY INFORMATION CONTAINED IN THESE PLANS HAS BEEN EXTRACTED FROM THE ACTUAL SURVEY PERFORMED BY OLYMPIC SURVEYING, LLC. KWO ENGINEERING, PLLC ASSUMES NO LIABILITY AS TO THE ACCURACY AND COMPLETENESS OF THIS DATA. ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. PRELIMINARY NOT FOR CONSTRUCTION 01/2022 VWINITV MAP SITE ADDRESS PARCEL NUMBER 803 S 348TH ST FEDERAL WAY, WA 98003 SHEET INDEX 2021049087 (KING COUNTY) SHEET# DESCRIPTION CI COVER SHEET C2 TESC & SITE PREP PLAN C3 CIVIL SITE PLAN C4 PAVING & STRIPING PLAN C5 GRADING & STORM DRAINAGE PLAN C6 WATER & SEWER SERVICES PLAN C7 DETAILS C8 DETAILS C9 DETAILS C10 DETAILS C11 DETAILS C12 DETAILS LEGAL DESCRIPTION (BY OLYMPIC) PER CHICAGO INSURANCE TITLE REPORT NO.001233109 THE WEST 100 FEET OF THE NORTH 300 FEET OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 4 EAST, WILLIAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON; EXCEPT THE NORTH 30 FEET THEREOF FOR ROAD; AND EXCEPT THAT PORTION CONVEYED TO KING COUNTY FOR SOUTH 348TH STREET BY DEED RECORDED UNDER RECORDING NUMBER 8607250463. SURVEY NOTES (BY OLYMPIC) HORIZONTAL DATUM: WASHINGTON COORDINATE SYSTEM - NORTH ZONE 2601 HOLDING 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, 83191. REFERENCE BEARING OF S 88°45'01"W BETWEEN FOUND MONUMENTS AT THE INTERSECTION OF SOUTH 336TH ST. AND 9TH AVE. SOUTH AND THE INTERSECTION OF SOUTH 336TH ST. AND PACIFIC HIGHWAY. VERTICAL DATUM: (NAVD 88) AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE a J a Li w 0 ; o w a �< LL p `aLU i / W w ac LL I- 0 0 �LL MV W Z z J FH � Z LLI O LLI U z + UZ z L LJ LI J V k v A o N$ U w" E Q3 0, pj n 0 Vf z 47 M w l0 ti N CK x N VA 1JHITE OR X- WAgM��y C " Y 11 f SO/STENAL ENG� DESIGNED KWO CHECKED KWO DRAWN NAS CHECKED KWO AS -BUILT w OB NO. LU 21-021 A V/ DATE ovzozz w DRAWING NAME C1 O U 1 OF 12 S.S. MANHOLE RIM = 225.00' I.E. = 216.90: (C/L CHANNEL) 12" EAN I.E. = 216.90(C/L CHANNEL) 8" N/S \ \ \ N' \ \ 2 N TYPE I \\ RIM $ d2Y\ \ 50, / E. = 22 .43' (,?"CMP \ AP7ROACH GRASS,--- CONC. SIDEWALK Cl1T� ( C NC. SIDEWA K GRASS ASPHALT \ \\ GRASS — — — — — — — — \ N 88"39'3'6�W 100.00' SOUTH 348TH STREET — —\— —.\...... — — 3 NNE w TYPE 2 C.B. \ RIM = 230\02' 2 \ 2 E. = 223.5�' (12"CMP W.) \ I.E. = 223. 2' (30" CMP E.) \ I.E. = 225.92' (TOP STOVE PIPE) /CUT 1 L 3 LL aN \ GAT BEG 2 -/'\ / + 4 5 2 ASPHALT \ AREA \ � 1 I 1 . I 1 . �225- \ GRAVEL 1 I 2 \ 2 GRAVEL \ \ 1 N \\ I ECOLOGY BLOCK WALL I I I 5' CHAIN LINK FENCE 1 I I N I I o I � N I I I 2021049034 w 'v 1 ECOLOGY BLOCK WALL I I z 2 2I I I GRAVEL / I I / N I I � I I N 5' CHAIN LINK FENCE � 3 I � i 22t' S GRAVEL 41 N 88- 9'36�1`V—100.00' — — Know what's below. Call before you dig. 1 CO C. SIDEWALK / \� END \ I 1 \I I i I ECOLOGY BLOCK WALL EROSION/SEDIMENTATION CONTROL NOTES 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (I.E., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC. 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION MAINTENANCE REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THE DURATION OF CONSTRUCTION 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BY UPGRADED (I.E., ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER 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 BE ADDRESSED WITHIN 15 DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM 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 ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. WET SEASON REQUIREMENTS AS DESCRIBED IN APPENDIX D, SECTION D.2.4.2 OF THE KCSWDM ARE IN EFFECT BEGINNING OCTOBER 1 THROUGH APRIL 30. 13. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLEING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (I.E. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. 16.MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION SHALL BE PROVIDED PER SECTION 19.120 OF FWRC. PRELIMINARY NOT FOR CONSTRUCTION 01/2022 20 10 0 20 40 SCALE IN FEET PLAN NOTES 1. 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 FT DOWNSTREAM OF AREAS OF WORK. 5. CONTRACTOR IS RESPONSIBLE FOR OBTAINING UTILITY AND ROW USE PERMITS. SITE PREPARATION NOTES ORELOCATE EX LIGHT OREMOVE EX FENCE OADJUST WM TO FG, REMOVE BLOCKS TESC NOTES A1 USE EXISTING DRIVEWAY FOR TEMPORARY CONSTRUCTION ENTRANCE. EXPAND AS NECESSARY PER WSDOT STD PLAN 1-80.10-02. AVOID TRACKING SEDIMENT ONTO STREETS. USE EXISTING ONSITE DRIVEWAY. ZL CATCH BASIN PROTECTION PER WSDOT STD PLAN 1-40.20-00. INSTALL SILT CONTROL FENCE PER WSDOT STD PLAN 1-30.15-02. WATTLES (PER 3 WSDOT STD PLAN I-30.30-01), COIR LOGS (PER WSDOT STD PLAN 1-30.60-00) AND/OR COMPOST SOCKS (PER WSDOT STD PLAN 1-30.40-01) MAY BE USED IN LIEU OF SILT CONTROLFENCE. ZSTAGING AND STOCKPILE AREA, PROTECT WITH PLASTIC COVERING (BMP C123) AS 4 NECESSARY. PROTECT AND STABILIZE EXPOSED SOILS WITH PLASTIC COVERING (BMP C123) OR 5 EQUAL. LEGEND SF SILT CONTROL FENCE CATCH BASIN PROTECTION D CONSTRUCTION ENTRANCE AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE Q J a Li w 0 ; o w a 0< LL Q a LU Q W w Q � � LL I- 0 LIL _MV W --i_ lLD o Owl U W 0 Q3 Z = 0 F 3 Z U HM LLI O W z of z + �z Z� ILJJ Q L J w ti N Cfl V x N .1JHITE OR Z RFl1laTEa�� J @@ZONAL Ea0 a A DESIGNED KWO WCHECKED KWO DRAWN NAS CHECKED ME AS -BUILT a W JOB NO. 21-021 �A DATE 01/2022 U DRAWING NAME y C2 W 2 OF 12 45 LF C-CURB ON SOUTH SIDE OF TWO-WAY CENTER TURN LANE TO RESTRICT ONSITE ACCESS TO RIGHT IN/RIGHT OUT ONLY 50, "DO NOT BLOCK DRIVEWAY" SIGN STRIPING FOR NO PARKING (TYP) ADA SIGN SEE DETAIL THIS SHEET o N 2021049034 EX FENCE TO REMAIN ALONG WEST, SOUTH AND EAST SIDES STRIPING FOR LANE LINE TRASH ENCLOSURE W/ROOF REFER TO ARCH PLANS EX ECOLOGY BLOCK WALL TO REMAIN \ \ " . . EX ONSITE WETLAND BUFFER \\ 958 SF I \\ N 88°39'3E I 15 Know what's below. Call before you dig. 30' WIDE DRIVEWAY PER COFW STD DWG NO. 3-6A AND DTL 1 ON C5 SOUTH 348TH STREET (PRINCIPAL ARTERIAL) LIGHT BOLLARDS (TYR) REFER TO ARCH PLANS PEDESTRIAN PLAZA W/ BIKE RACK AND TRASH CAN REFER TO ARCH PLANS STRIPING FOR LANE LINE PROJECT DATA SITE AREA: 0.57 AC PARKING: 6 STALLS (5 REGULAR, 1 ADA) GROSS FLOOR AREA (PER ARCHITECT): MAIN FLOOR: 450 SF ^ � I V SECOND FLOOR (MECH): 203 SF TOTAL: 653 SF IBC CONSTRUCTION TYPE (PER ARCHITECT): M IBC OCCUPANCY CLASSIFICATION(PER ARCHITECT): VB - NOT SPRINKLERED ON -SITE PEDESTRIAN PLAZA AREA: 130 SF 20 10 0 20 40 SCALE IN FEET BUILDABLE LANDS CALCULATION GROSS LAND AREA 0.57 AC CRITICAL AREAS 0.02 AC RIGHTS -OF -WAY 0 AC PUBLIC PURPOSE 0 AC NET LAND AREA 0.55 AC BUILDING INFO DESCRIPTION SO FT (GROSS FLOOR AREA) # OF UNITS EXISTING BUILDING(S) 0 SF 0 NEW BUILDING 653 SF N/A COMMERCIAL PORTION 653 SF N/A RESIDENTIAL PORTION 0 SF 0 FOOTPRINT 0.55 AC N/A 50, DRIVE THRU SIGN BOARD (TYP OF 2) 28.2' 6' 8' REFER TO ARCH PLANS EX ROADWAY PLANTE SIDEWALK 7.8' ROW ROW APPROX LOCATION 24 OF SITE PHOTOS EX HMA SITE LIGHTING --� --¢+ H PLANS REFER TO ARCH PLANS ` C-CURB PER PLAN CEMENT7ONC CURB AND GUTTER CROSS SECTION TYPE E NOTES: REFER TO COFW STD DWG NO. 3-3, 3-4 AND 3-4A FOR ADDITIONAL INFO �1 TYP SECTION - SOUTH 348TH STREET NTS PRELIMINARY NOT FOR CONSTRUCTION 01/2022 2 4'MIN ADA SIGN DETAIL NTS AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE RESERVED PARKING HANDICAP SIGN R7-801 R7-8A 2" DIA G.I.P. SCH 40 EMBED SIGN POST IN B" DIA CONIC FOOTING NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. XX-XXXXXX-XX APPROVED DATE r Q J Q LLI 0 LD UU Q w¢ LL p � Q �w ^Q cn I LL O O LL 0 W rIHI7E wash �l� e Yq 71 2L p0 F 482t9 FSS CNAL E��r DESIGNED KWO CHECKED KWO DRAWN NAS Z CHECKED KWO QAS -BUILT J JOB NO ^. A 21-021 W DATE F_ o1/zoz2 En J ING NAME DRAW C3 UC 3 OF 12 C-CURB ON SOUTH SIDE OF 2-WAY CENTER TURN LANE TO RESTRICT ONSITE ACCESS TO RIGHT IN/RIGHT OUT ONLY BEG 50, 2021049034 ju Know what's below. Call before you dig. 30' WIDE DRIVEWAY SEE DTL C5 SOUTH 348TH STREET 6" MIN PCC 4" MIN CSBC (WSDOT STD SPEC 9-03.9(3)) COMPACTED SUBGRADE NOTES: 1. DEPTHS SHOWN ARE MIN COMPACTED DEPTHS. 2. PAVEMENT WEARING COURSE AND BASE COURSE SECTION DEPTHS AND SPECIFICATIONS SHALL BE APPROVED BY THE GEOTECH. 3. CEMENT CONCRETE PAVEMENT JOINTS AND HMA TRANSITION PER WSDOT STD PLAN A-40.10-03 AND A-40.15-00. TYPICAL CONCRETE PAVEMENT SECTION SCALE:NTS 3" MIN HMA CLASS 1/2 IN PG 64-22 CONIC WEARING COURSE (WSDOT STD SPEC 5-04.0) 6" MIN CSBC (WSDOT STD SPEC 9-03.9(3)) 0 0 0 COMPACTED SUBGRADE TYP doe NOTES: �O 1. DEPTHS SHOWN ARE MIN COMPACTED DEPTHS. 2. PAVEMENT WEARING COURSE AND BASE COURSE SECTION DEPTHS AND QpQ- SPECIFICATIONS SHALL BE APPROVED BY THE GEOTECH. TYPICAL ASPHALT �2� PAVEMENT SECTION SCALE:NTS PRELIMINARY NOT FOR CONSTRUCTION 01/2022 20 10 0 20 40 SCALE IN FEET PLAN NOTES I. LANDSCAPE AREAS SHALL HAVE COMPOST -AMENDED TOPSOIL PER WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON BMPT5.30. REFER TO LANDSCAPE PLAN AND Cl2 FOR NOTES. SCARIFICATION OF SOILS IN EX PAVEMENT AREAS BEING CONVERTED TO LANDSCAPE AREAS SHALL BE TO 6' BELOW BOTTOM OF BASE COURSE OR TO DEPTH REQUIRED BY ECOLOGY BMPT5.30, WHICHEVER IS GREATER. 2. REFER TO C7-Cl2 FOR DETAILS. PAVING NOTES �1 C-CURB PER COFW STD DWG NO. 3-4 �2 CEMENT CONIC BARRIER CURB PER COFW STD DWG NO. 3-4 �3 CONC SIDEWALK PER COFW STD DWG NO. 3-3. ® CEMENT CONCRETE EXTRUDED CURB (PRIVATE) PER COFW STD DWG NO. 3-4A STRIPING NOTES ACCESSIBLE PARKING SPACE SYMBOL (STANDARD) PAINTED WHITE WITH BLUE BACKGROUND PER WSDOT STD PLAN M-24.60-04 4" WIDE WHITE PAINT LINES AT 2 FT APART AND 45 DEG ANGLE TO ADJACENT 4" WIDE WHITE PAINT EDGE LINES PER WSDOT STD PLAN M-17.10-02 QWHITE PAINT TRAFFIC ARROW 4� 4" WIDE WHITE PAINT LANE LINE LEGEND(PROPOSED F771 ASPHALT PAVEMENT CONCRETE CONCRETE DRIVEWAY LANDSCAPE CURB AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE ID O OW C� Qwq 0 Q3 z 0 Z o fJ H W LLI O W z of z + Z Z `J C.9 z M (L, W c _J wti V x CV .1JHITE OR WAgM2�y� ��?�dF Z x °C•Rffl1�8TEa�O li L Ea6 ZDESIGNED KWO CHECKED KWO a. DRAWN NAS CHECKED KWO AS -BUILT JOB NO. U) 21-021 0 6 DATE 0 D,/2022 Z DRAWING NAME j C4 /p 4 OF 12 - - - - e T\\ 50, 22Y\ \ CB6 (TYPE 1) W/STD GRATE RIM=225.00 IE=222.00 63 LF 8" CPEP @ S=0.51 % 2021049034 63 LF 8' CPEP @ S=0.65% CB4 (TYPE 1) W/ STD GRATE RIM=225.85 IE=221.50 EX 40 LF LEVEL SPREADER OUTFALL (FIELD VERIFY) EX CB (TYPE 1) EX RIM=216,58 EX IE=214.66 (FIELD VERIFY) EX LF 12" SO (FIELD VERIFY) 38 LF 12" CPEP @ S=3.63% CONNECT TO EX PIPE AS REQ'D IE=214.82 (FIELD VERIFY) CB1 (TYPE 2 - 54" DIA) CONTROL STRUCTURE W/ SOLID ROUND COVER RIM=226.68 IE=216.20 (24" E) IE=216.20 (12" W) SEE DETAILS Know what's below. Call before you dig. SOUTH 348TH STREET 3 N's w C.B. TYPE \ RIM = 230,02' \ \ LE. = 223.9�2' (12"CMP W.) \ I.E. = 223. 2' (30" CMP E.) \ \ I.E. = 225. 2' (TOP STOVE PIPE) -2 ___� \ -, CB5 (TYPE 1) W/ STD GRATE RIM=225.71 IE=221.68 117 LF 8' CPEP @ S=0.50% CB3 (TYPE 1) W/ STD GRATE RIM=225.96 IE=221.09 6 LF 8" CPEP @ S=1.00 % 20 10 0 20 40 SCALE IN FEET BIOPOD BIOFILTER SYSTEM 4 FT BY 6 FT VAULT W/ INTERNAL BYPASS RIM=226.17 IE IN=221.03 IE OUT=220.23 SEE DETAIL C12 10 LF 8" CPEP @ S=6.30 % CB2 (TYPE 2 - 48" DIA) W/ SOLID LOCKING ROUND COVER RIM=226.27 IE=216.20 (24" W) IE=219.60 (8" N) IE=216.20 5 LF 24" CMP STUB @ S=O% 36" ACCESS RISER (TYP OF 3) 185 LF - 8 FT DIA CMP DETENTION SYSTEM TOP OF TANK=223.70 BOTTOM OF TANK=215.70 SEE DETAILS C11-C12 LEGEND(PROPOSED OCATCH BASIN TYPE 2 CATCH BASIN TYPE 1 • SDCO STORM DRAIN CLEANOUT SD STORM DRAIN PIPE (SDP) DP DRAIN PIPE TC TOP OF CURB BC BOTTOM OF CURB ME MATCH EXISTING •98.00 FINISH GRADE SPOT EL DIRECTION OF FLOW - - - - RIDGE LINE 5' 8' 15' 15' 8' 14' ry,�Gry9,�G y. ryy. d eG\ G\ry 0G OG�G C'�G G G�G ?yI9 ts�9ts ^�k, ts� ��0 �0 �0 ? p!` p0 y^ ypp y^y y°A� rye l t0. y .ry 'Lyy:ryy� PLAN NOTES 1. REFER TO C1 FOR GENERAL STORM NOTES. REFER TO C7-C12 FOR DETAILS. 2. SPOT ELEVATIONS ARE AT FINISHED SURFACE (FS) / BOTTOM OF CURB, UNLESS OTHERWISE SPECIFICALLY NOTED. ALL CURBS ARE 6" HIGH, UNLESS OTHERWISE SPECIFICALLY 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 PEDESTRIAN ACCESS AREAS AS SHOWN IN PLAN. 5. CATCH BASIN TYPE 1 PER COFW STD DWG NO. 4-1. RECTANGULAR FRAME PER COFW STD DWG NO. 4-6. 6. RECTANGULAR HERRINGBONE GRATE PER COFW STD DWG NO. 4-5. ALL STORM DRAIN COVERS AND GRATES SHALL BE LOCKING. 7. DRAIN PIPE (DP) SHALL BE AT 1 % MIN SLOPE AND THE FOLLOWING PIPE MATERIALS AND CORRESPONDING MIN COVER: 18" FOR SOLID WALL PVC (SDR-21), 3 FT FOR SOLID WALL PVC (SDR-35), AND 6 IN FOR DUCTILE IRON (CL 52) STORM PIPE. 8. PIPE ZONE BEDDING AND BACKFILL PER WSDOT STD PLAN NO. B-55.20-03 9. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF DOWNSPOUTS. 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 DRAINAGE FABRIC AND SURROUNDED BY DRAIN ROCK. DAYLIGHT OR TIGHTLINE FOOTING DRAINS TO DOWNSTREAM STORM SYSTEM AS REQ'D. AG G\e* ..e W W y rye, IW W W W W ✓/ W� 1 FRONTAGE ROAD GRADING DETAIL SCALE: 1" = 10' SURFACE SEAL (SEE NOTE 1) �12"MIN. --I MIN DIAM PERF RIGID DRAIN PIPE WRAPPED IN DRAINAGE FABRIC; TIE TO DOWNSTREAM STORM ,_� ,_ SYSTEM \--1" DRAIN ROCK NOTES: I. SURFACE SEAL TO CONSIST OF 6" TO 12' OF NATIVE SOIL OR OTHER LOW PERMEABILITY MATERIAL. SLOPE AWAY FROM BUILDING. 2. DRAIN PIPE: PERFORATED OR SLOTTED RIGID PVC PIPE LAID WITH PERFORATIONS OR SLOTS FACING DOWN; TIGHT JOINTED; WITH A POSITIVE GRADIENT, 0.5% MIN. DO NOT USE FLEXIBLE CORRUGATED PLASTIC PIPE. DO NOT TIE BUILDING DOWNSPOUT DRAINS INTO FOOTING LINES. WRAP WITH MIRAFI 140 FILTER FABRIC OR EQUAL. �_21 TYPICAL FOOTING DRAIN NTS DATUM PRELIMINARY NOT FOR CONSTRUCTION NA11188 01 /2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE 10 5 0 10 20 SCALE IN FEET IMPERVIOUS SURFACES TOTAL EXISTING: ALL TBR TOTAL PROPOSED: 18,285 SF EARTHWORK QUANTITIES A. CUT = 980 CY B. FILL=1,100CY C. NET IMPORT/EXPORT (B-A) = 120 CY D. TOTAL EARTHWORK (A-B) = 2,080 CY NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. XX-XXXXXX-XX APPROVED DATE 0 Q3 Z N ~9 L-1 Z W J 1� W_ U N zvf L7Z C 7 zLn 47 Z N ; M W 0 OJ S z wti N CO U x N LIZA a LU a 'W V pI01TE O wasM�Ry Z w� ry ��� Qayou R 4ez1a � C'y@�1ISTE. a61� Cn ONAL E COI_ U) JOB N0. Ca 21-021 r ^ DATE Z 01/2022 Q DRAWING NAME C5 f 1� 5 OF 12 3 CONNECT TO EX SIDE SEWER S.S. MANHOLE I SSCP 24625 (FIELD VERIFY RIM = 225.05.0 0' DEPTH AND LOCATION PRIOR I.E. = 21 (C/L CHANNEL) 12" ENV TO CONSTRUCTION) I.E. = 216.90' (C/L CHANNEL) 8" N/S 3 — \ N> \ N 22Y\ \ \\ 50, \\ 3v 6 FIRE HYDRANT PER LUD STANDARDS SIDE SEWER 6" PVC SDR 35 @ S=2.0' 1,000 GAL GREASE INTERCE RIM=ADJUST IE IN= IE OUT - SEE DETAIL THIS 6 Know what's below. Call before you dig. SSCO IE=223.30 TRASH DRAIN W/ DOWNTURNED ELBOW TRASH ENCLOSURE W/ROOF REFER TO ARCH PLANS vvvN I QP � 518" BY 314" IRRIGATION METER AND DCVA PER LUD STANDARDS REUSE EX 518" BY 3/4" DOMESTIC METER (WTR SVC 1002) INSTALL DCVA PER LUD STANDARDS SOUTH 348TH STREET 3 NNS w \ / � b e �I 20 10 0 20 40 SCALEIN FEET LAKEHAVEN GENERAL NOTES 1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO PRE -CONSTRUCTION MEETING. 2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY REVISED CODE (FWRC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF PROJECT APPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE MOST RECENT VERSION OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (WSDOT/APWA), THE KING COUNTY ROAD STANDARDS (KCRS), AD THE KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL ENGINEER TO CORRECT ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF FEDERAL WAY. 3. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO FEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION. 4. APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (I.E. DOMESTIC WATER CONVEYANCE, SEWER CONVEYANCE, GAS, ELECTRICITY, ETC). �i 5. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, AND THE APPLICANTS CONSTRUCTION REPRESENTATIVE. QV� 6. A SIGNED COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION 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. TO 8:00 P.M. ON SATURDAYS. 8. RIGHT-OF-WAY CONSTRUCTION IS ALLOWED 8:30 A.M. TO 3:00 P.M. MONDAY THROUGH FRIDAY. WRITTEN AUTHORIZATION TO WORK OUTSIDE OF THESE HOURS MUST BE GRANTED BY THE PUBLIC WORKS DIRECTOR. 9. IT SHALL BE THE APPLICANTS /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHT-OF-WAY. 10. FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF KCRS CHAPTER 8 ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TO CONSTRUCTION. 11. VERTICAL DATUM SHALL BE KCAS OR NCVD-29. 12. GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT OF WAY OR APPROPRIATE DRAINAGE EASEMENTS, BUT NOT UNDERNEATH THE ROADWAY SECTION. ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH THE WSDOT/APWA STANDARD SPECIFICATIONS. 13. ALL UTILITY TRENCHES IN THE RIGHT-OF-WAY SHALL BE BACKFILLED 5/8" CRUSHED ROCK AND COMPACTED TO 95% DENSITY. WHEN TRENCH WIDTH IS 18 INCHES OR LESS, AND IS WITHIN THE TRAVELED WAY, TRENCH WILL BE BACKFILLED WITH CONTROL DENSITY FILL (SELF -COMPACTED FLOWABLE FILL) AS DEFINED BY WSDOT 2-09.3(1)e. THE AGGREGATE WILL BE 3/8" MINUS. 14. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95 % DENSITY IN ACCORDANCE WITH WSDOT 2-06.3. 15.OPEN CUTTING OF EXISTING ROADWAYS IS NOTALLOWED UNLESS SPECIFIALLY APPROVED 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. LEGEND(PROPOSED • SSCO SEWER CLEANOUT _SS NSEWER PIPE W WATER PIPE DATUM ■ WATER METER Ip RPBA p DCVA NAVD88 STRATA GREASE INTERCEPTOR - 1000 a. 6- 4T 8"0 Sump (3 Places) Casting Not Shown This View 2" vent Tarm—A—Duct in Top (1 Each Entl) p (3)— No. 30 x 4 Castings Nook Lift Anchor (edt—Down and Gasketetl) (4 Places in Top & Base) 30" Mo. Clear Access PLAN VIEW 0 OUTLET U 0 30" Grade Rings Available exible 9001 neclor E INLET Boot Recommended 12" Maximum ( ) Co for 4" & 6" Pipe Conexible eclor Risers Available I., 4" & 6" Pipe outResin Sealant I �• I 1 I t ------------- 0 0 <N .ry outlet Bay --{5.1— 7'-63" 1 2'-2f" ----15"1r SIDE VIEW — Designed in ocrordance with IAPMO/ANSI Z1001, Manufactured per ASTM C1613 — Loading per ASTM C890 for AASHTO HS20-44 vehicle loading and maximum soil cover of 5-0" — Maximum allowable DFUs (Drainage Fixture Units) = 35 (e9ulvalent to 1,000 gallon size) — Corrosion resistant coating line avoiloble to extend the life of the lank. Manufacturer's re endations: r Fill Ift anchor pockets with grout Vent Iota each end to open atmosphere — Prior to "Start Up" of System, fill wth clean water through let boy to bottom of Bow channel (approx one foot deep). — Follow Regular Inspection, Cleaning, & Maintenance Schedule (See Clean Out & Mantenance Instructions). GREASE INTERCEPTOR STRATA 0Oldcastle Precast FiIaName:020-STRATAI-1000 GREASE INTERCEPTOR PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: 2016 GGI-1000 GALLON Tel: (503) 682-2844 Fax: (503) 682-2657 oldoestlepreoast.eomlvAlsonville 19.1 PRELIMINARY NOT FOR CONSTRUCTION 01/2022 GRAVITY GREASE INTERCEPTOR (GGI) SIZING: TYPE OF FIXTURE # OF FIXTURES # OF DFUs TOTAL DFUs 3 COMPARTMENT SINK 1 9 9 MOP SINK 1 3 3 FLOOR DRAIN 6 2 12 TOTAL: 24 DFUs SELECT 1,000 GAL MIN GGI (MAX DFUs 35) I GREASE INTERCEPTOR DETAIL SCALE:NTS AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. XX-XXXXXX-XX APPROVED DATE a a W j3 > W a NQ LL Q a w I.l.l � W aCO) LL I- O O LL 02 m o' 0 Q3 Z 2 �W W O W_ L..) of `7 Z z C 7 47 Z � ; M S W WD z N CO U x N k V A VA Z J a '/ ^,pI01TE O U) t4l�eoe WABN/R'L W _U N Y 11 ISTEiI�� ii W�/3@TONAL U) Eati DESIGNED KWO WCHECKED KWO DRAWN NAS W CHECKED KWO AS -BUILT W JOB NO. V/ 21-021 DATE 01/2022 W DRAWING NAME Q C6 s of 1z NOTES: 1. AN EXPANSION JOINT CONSISTING OF 3/8- PRE -MOLDED JOINT MATERIAL SHALL BE PLACED FULL DEPTH MOUND HYDRANTS, POLES, POSES, AND URNLY CASTINGS. SEE DETAIL AT RIGHT. 2. M EXPANSION JOINT CONSISTING OF 3/8' PRE -MOLDED JOINT MATERIAL SHALL BE PLACED IN ME UPPER 2 INCHES OF CURBS AND SIDEWALKS AT W FOOT INTERAuS AND AT SIDES OF DRAINAGE INLETS. (JOINT MATERIAL OF 2%' DEPTH NAY BE USED IN UEU OF 2- DEPTH). 3. EXPANSION JOINTS IN SIDEWAK SHALL BE LOCATED SO M TO MATCH THE JOINTS IN THE CURB AND GUTTER. WHEMER THE SIOEMNX IB AOACENT TO THE CURB OR SEPARATED BY A PLANTER STRIP. 4. TOOL MARKS, CONSISTING OF 1/4-INCH 'V-GROOVES SHAL BE E%PE IN THE I— AT 5 FOOT I—. INTERMEDIATE TO ME 5. AN EXPANSION JOINT CONSISTING OF 3/8' PRE -MOLDED JOINT MATERIEL SHALL BE PLACED NLL-DEPTH BETMEEN THE CURB AND A MACENT SIDEWALK. 6. EXPANSION JOINT MATERIAL SHALL CONFORM TO ME REQUIREMENTS OF ASTM D1751 (NSHTO M 213). ). MONOLTIHIC POURS OF CURB MD SIDEWAUK ME hill ALLOWED.B B. ALL UFUIY MPURTENNICES WIMIN ME SIDEWALK SHALL HAVE AG-COMPUANf NON-SUD LADS. BROOMED FINISH (TYP.) TROWWELECOMPERMMIk (TYP) -- EXPANSION JOINT SEE NOTES AT LEFT ......................... 1/4' OEPIX V GROOVE O MAX. 5' C-C r J` NLL-DEION PM EXPANS : ��9q niK;••. JOINT, ONE FOOT .. a MOUND VALVES, PoL6. ETC. SEERSESEE.Y i5 L5 D E%PM510x JOINT 2 CST SEj[C -- SIDEWALK EXPANB ION SIOEWPL(BOTH TOJAcu C PCB SEE NOTE 3. FINISH (TYP.) DE. SMOOTH :LED PERIMETER (TYP) CONCRETE CURB AND GUTTER SEE CRY SEANCMD `DETAIL DWG. 3-4 ) ULL-DEPM EXPANSION J01 - 1/4' 'V'-GROOVE JOINT IN BOTH SIDEWALK 3 I LP1IµlELLR S TRIP zRinl PUBLIC SIDEWALK AND CURB JOINTS DWG. NO. �(O v WORKS AND SIDEWALK FINISH 3-3 PUBLIC I COMMERCIAL, INDUSTRIAL, AND MULTI -FAMILY DWG. NO. uVT.sD (SYI UU WORKS I DRIVEWAY APPROACH 3-6A a. Know whBPs bCIOYIL Call before you dig I 'AIR , • R yllk KTn) I -L-R-L-S' S¢iWx FlEM1KK11%' NPE 'C' BLOCK TRAFFIC CURB • TSLOPENCR0.02 R/R. MOUNTABLE CEMENT CONCRETE CURBCE�EM CONCR�CURBs • E, JaM 2. E GDEWUK CRET TOP COURREE (CBTC)IxG oF UP AT NEW CEMENT CONCRETE CURB &GUTTER s 1/ • R - 1/2' C 1� CEMENT CONCRETE BARRIER CURB �muXMIT� vWORKS CURB DETAILS D 3-4 G SEAL JOINT PAVEMENT RESTORATION MINIMUM 3' HIM CL }' LIMITS, V BACK FROM PG 64-22 (COMPACTED DEPTH) EXISTING ACP EDGE OF TRENCH OR MATCH EXISTING (3- MIN. WIDTH) WHICHEVER IS GREATER _ ........ � EXISTING BASE NATIVE SUBBASE 1' 1' ACP TRENCH RESTORATION �CKflLL FOR TR NCH SEAL JOINT PAVEMENT RESTORATION OMITS, V BACK FROM MATCH EXISTING DEPTH PCCP PAVEMENT IS TO EDGE OF TRENCH EXCEPT BE CONSTRUCTED PER EXISTING ACP IF WITH 3' OF JOINT THEN WSDOT STANDARD 5-05 USE 1' EPDXY COATED REPLACE TO JOINT 15 MIN. SMOOTH DOWEL BAR 3' MIN. WIDTH I " .25' MIN. . EXISTING BASE 0.5' BAR NATIVE SUBBASE LENGTH PCCP TRENCH RESTORATION 5/8' MINUS BACKflLL FOR TRENCHI,2 MATCH EXISTING ACP PAVEMENT RESTORATION COMPACTED DEPTH SEAL JOINT UNITS, V BACK FROM WITH HMA XJ', PG 64,-22 EXISTING ACP EDGE OF TRENCH EXCEPT IF WITH 3' OF JOINT THEN MATCH EXISTING DEPTH PCCP PAVEMENT I$ TO USE 1' EPDXY COATED REPLACE TO JOINT 3' MIN. WIDTH BE CONSTRUCTED PER WSDOT STANDARD 5-05 15' MIN. SMOOTH DOWEL BAR .25' MIN.-:=...::. EXISTING BASE 1' 1' 0.5' BAR NATIVE SUBBASE LENGTH 5/8' MINUS BACKFILL ACP OVER PCCP FOR TRENCH12 TRENCH RESTORATION NOTES: 1) FOR TRENCHES LESS THAN 18' WIDE, USE 100% CDF FOR TRENCH BACKFILL. 2) FOR TRENCHES GREATER THAN 18" WIDE, ALL BACKFILL IN RIGHT-OF-WAY SHALL BE MIN. %- CSTC. �M WORMS TRENCH RESTORATION 03 28 JI•---IY ux.� A �OSInc� CATCH Ixvnxo)..X. carc CEMENT CON R NOTES: 1. EXISTING CURB REPLACEMENT WILL REQUIRE REMOVAL OF ASPHALT A MINIMUM OF 12" FROM FACE OF GUTTER. MOXW: MO M R=U EXTRUDED ASPHALT OR CEMENT CONCRETE CURB IN PRIVATE PARKING AREAS ONLY 1 NNT MWROVED FOR USE USE IN AL- EXTRUDED CEMENT CONCRETE CURB FOR USE IN PUBUC RIGHT OF WAY PUBLIC CURB AND GUTTER REPLACEMENT DWG. NO. �0w. WORKS AND EXTRUDED CURB 3-4A oODo­Eµ1 TI ti � \ a RWm SECIMx I 1 N Bw xoaP 6� s N ILw xmle �' /\ jam` \ �•^ N Bn ucx CDraEN I r 1 N RA vIH s0E I I .21 = I I �I X1 ' N e•R E.rH vuv TES: 1. CATCH BASINS SHALE ))BE CONSMUC1ED IIN ACCIXiDMCE SH PIANS(OR NOTED NBfi1E CNSDOT/MWASSTANDARD SPEC 2. AS AN ACCEPTABLE ALTERNATIVE TO RE6M. WELDED WTI FABRIC HAMNG A MIN, M OF 0.12 SOWRE INCHES PER FOOT MAY BE USED. WELDED YME FABRIC SHALL COMRY TO P51M M9T OHOHIO�MO 21). RE FMNC HALL NOT BE IUGEC KN . 3. ALL RDNFORCED GST-IN-PUCE CONCRETE SHAL BE CLASS 4000. 4 KNOGX UTSS KNOCKOUTS FURNISHED XAWVE A WPC THICICKNES I OF 2' MIN. ALL WE SHAL BE INSTALLED IN - GET KNOCKOUTS. UNUSED KNOCKOUTS NEED NO F MALE. IS _EFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EOIIAL TO PIPE 0 DMJ. OF 20'. KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. T. ME MAX. DEPTH FROM ME FINISHED GRADE TO ME PIPE INVERT IS V-0'. B. ME TAPER ON ME SIDES OF ME PRECAST BASE SECTION D RISER SECTION SNALL NOT EXCEED 1/2'/R. B. GTCH BASIN FRAME AND GRATE SHPLL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET ME STRENGM WTNIREMENTS OF FEDERAL BPECIRCATWN RR-F-621D. NON-GROCOU NO � WR1I�ANYE COI ER POSIIEDTO N ASSURE 10. FRAME AND CRATE MAY BE INSTALLED WIM FLANGE DOWN OR CAST INTO RISER. 11. EDGE OF RISER OR BRICK SHALL HOT BE MORE THAN 2' FROM VERTIGL EDGE OF CATCH BASIN WA11. �GO Uj� WORKS CATCH BASIN TYPE 1 Dw4c1No. PRELIMINARY NOT FOR CONSTRUCTION 01/2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE � lJ z DC z LLJ O L.LJ �! z + � z z " LLi W O i L v A 0v� U Wa a LL o 0 W K a- U oAN f � zLu 0 th Y Lei W 1� N Cfl x N VA UNITE O y!�� OF WAgMA�iL� IST � TJA Y 11 �SSA�(kMAL ENOI' DESIGNED KWO CHECKED KWO DRAWN NAS CHECKED KWO AS -BUILT JOB NO. 21-N21 �/ DATE U) 01/2022 J Q DRAWINGNAME C% LU Q C 1 OF 12 NOTES: 1. a BASINS S BE CONSTRUCTED IN ACCORDANCE W AIM C478 (VHT0 M199) MD ASM MO UNLESS OTHERWISE SHOWN ON PUNS OR NOTED IN THE WSWT/M•NA STANOMD SPECIFl.T-I. 6' MIN. CUENZANCE, SEE ­ N0. 2 �I� OOB. CAWIN OF ONE�DHO FINDS O NM�E 1%0SfBICI LOUR E 1 SEE 4. PREP �54 alb FURNISHHEE� CCU OR sm KxocKouTs IeED NOT BE c9ourm IEss OF z ALL IS KNOCI-TST9' UNLESSS OTHPES ERwBIESE AAPPRD'ED BY THE 5. ExG� NO NOIE 912E 9MLL EOI u PIPE DOTER DLW K_S CATG°�i B�0.5M WALL TNCNNESS. E .- F9HALL "B e' BTCH BAST FOR F.BR a SBµCDNBW B' =I MCE = 9SVID.OS oTE�K.0 R.S. A�xD NM .E MEN- REOUIREMUENrs OF FDERAL NFINISHED DTTO SE TM "N10 BODKKIITNG MR OF GDODD PSI AND BE PIACED 8 MI THE I BEAR VAWEx9HALL 0q 3,SOD PWN09 PER SOUARE — 9. FOR DETM N SH-NO W R, STEPS, HANDRNLS AND TOP S1AN9. SEE D 0. - . 10 COTAFY/E STPNMAD SPECIFIC- SEC. T-05.3 TOR JOINTOUIREMENI9. TNN MR. IAW. axLa , ^^F nw PUBLIC DWG. NO. � WORKS CATCH BASIN TYPE 2 (48", 54", 60",72", & 96") 4-3 pop% MATH ume xpF BOLT -GOWN DETAIL I/a Jb COVER SKID DESIGN DETAIL NOTES: 1. USE WITH THREE LOCKING BOLTS a/8'-11 NC STAINLESS TYPE 304 STEEL SOCKET HIM (ff!N GD� CAP SCREWS 2' LONG. GRILL HOLES SPACED 2O AT 11 1/ 8 RADUS. 2. MATERIAL IS DUCTILE IRON ASTM Aa38 GRADE 80-85-06 3. DRILL THREE I INCH HOLES SPACED AT 120 AND 9 1/2' RADIUS. 4. THE WOR08 'CITY OF FEDERAL WAY S BE OMITTED IF COVER IS ON A PRIVATE SY51EM. WG NO �MEMO W PUBLIC WORKS ROUND LOCKING COVER D4-12 is. Kaowwhaf5 below Call betme you dig 4. o 2ucar � NOTES: PNOP �M D4TB, AASNTD M—Iaa AND MEE �L WSM REQUIREMENTS, CATCH =1 //xN T" TME LLG9 —1 ,HE MORE �. �. hA. riAriiKaj -_ PENE�Dx°.DEaWLL�A�rIN HIo 91MIRW o �0 0e. M j' ON OETWL OR vROTUBEwwcEs To PR_ sR=i j T/r,w. slm €F_ / a. s1As oPExlxc MAY BE za x 20 aR za DUM. "`,a I BE USED MELDEDwPe FAamG swrl COMVIr ro ASM A4aT O O v.. a. u EH S OON N. P9 9NNL EXTEND TO WRHIN I OF BOTTDM DF P 7. =:NO ON 3 � OR B! BMTERNNNN EMBECOI�xC EN ACUNRflE'. � BOTTOM NEW B. o'wp1a um°NOLuuAL s�`iR Mwn,=RES MABEM1'E=E _j11 ss a/s• \ Te k va• L arawoL"°� ��1�- - •zD I •,T , , an• , ,/.' 11 ORATE (SXALL BEECCAST IRON PER A9M • 2. A48 CU> NLESS SS U L,s der J `, >/x• �� �� I -. SPECIRED. � "I � �o JLro 7: N w WORKS MISC. TYPE 2 CATCH BASIN DETAILS D 4-4 G SEE 2 PRONoORm A = �( I P O / `�+O BOLT —DOWN DETAIL I PL1N NOTES: 1, MATERIAL IS CART IRON ASM A4B CVSS 30, 2. DRILL END TAP THREE S/8'-11 NC NOTES THROUGH FRVAE AT 120 AND 11 1/18' RADIUS. NO- �I WORKS FRAME FOR ROUND LOCKING COVER D4-13 PUBLIC STANDARD HERRINGBONE GRATE DWG. NO. '�GD 6�1M" WORKS (NOT FOR USE IN PUBLIC ROADWAYS) 4-5 f�a ;,nr �M,¢wn ,e_a/R�x•,/R'. �M mrxr wxcu,e wie L �_u ELM SECDON A NOTES: CE. 1W0 LOCNING BOLTS S B'� 11 NC STENNNLES U 1. E TAP FOR. °R—EET x� (ALEx INID) CAP SCR 9OUD CWER (DMG. 10. 4-T) OR wHEN S—%N BT2EN6w[ER� 2. —1 IMI 119 CAST IRON PER AEM - CNSS 1,SET III TO GR­ AND CONSTINICT ROAD AND G­ TO BE RUSH wIN1 FWNE. PUBLIC TYPE 1 CATCH BASIN FRAME IN DWG. NO. FZGI WORKS VERTICAL OR EXTRUDED CURB INSTALLATION 4-6 PRELIMINARY NOT FOR CONSTRUCTION 01/2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX—XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX—XX I APPROVED DATE 1J1i1TE 0 WAaM/y C � s 1L �Sa�DNAL ENOIS DESIGNED -0 CHECKED KWO DRAWN NAS CHECKED MID AS -BUILT JOB NO. 21-N21 �/� DATE 01/2022 J Q DRAWINGNAME C8 Lu 0 F7.1 12 PIPE ZONE NOTE NE EII) o� b oRAVEL BACKFILL FOR O BS%O.D. Q PIPE ZONE BEDDING (SEE NOTE 4)(SEE NOTE a S 1F%O.D. FOUNDATION LEVEL \ m CONCRETE AND DUCTILE IRON PIPE TRENCH WDTN (FEE NOTE S) 1 / o FIR PIPE ZONE BEDDING b (SEE NOTE Z) O DI E FOUNDATION LEVEL b� THERMOPLASTIC PIPE TRENCH YADTH (SEE NOTE 3) PIPE ZONE BACNFILL (SEE NOTE 1)� b G LBACKFILLFOR o PIPE ZONE BEDDING DO (SEE NOTE 2) - FOUNCATON IEVEL b METAL AND STEEL RIB REINFORCED POLYETHYLENE PIPE INLET GEOTF%n 3 i I a � ) I ( I I I i t I I I I PLAN VIEW tCROSS BRSES NOT SHONM) POST (SEE STO SPEC, 841.3(OW. GEOTEXTIE FOR EMFORARY SILT FENCE 1 SEE STD, SPEC 9-as2n). TABLE 8 b COMPACTED NATIVE 801E rl Fto� ORATE BURY OEOTEXTE IN TRENCH ^ S b INLET SECTION OA 15 Know what's below. Call before you dig. NOTES POST -SSE M. c. 1a1sN NOTES 1. See Standard SpeelScaBons Section 7.08.3(3) 1. Install the ends of me SR fence to mint slightly upslope to phaVers . �,. for Pipe Zone BaccMIL Sediment from flowing around the ends of the lenoe. 2. See Standard Specifications Section 9.03.12(3) 0 2. Perform maintenance in accordance with Standard Specifications for Gnewl Badcfill for Pipe Zone Bedding. --.To 8.01.3(9)A and 841.3(15). 1.� GRAVEL BACKFILLFOR POST EVERY T BEN.) O.C. PIPE ZONE BEDDING 3. Splices shell never be placed In low Spots Or Bump locations. If ;! r 3. See Standard 313eelflcatlons Section 2-09.4 located in low or Bum splices are ( rench dth, WiGEOTIXTE P areas, Me fence may reflect to nd for Measurement of T 'natalled unless the Prefect Engineer epproass Me installation. 4. For sanitary sewer installation, concrete pipe shall reI g n8 Para peed m e- De artedded to spring line. BACK PACT s 4. Install Bill fend HMI fo ma INour lines. SEPARATE BASE mP.l INTEGRAL BASE COMPACTED b PRECAST NATNE BOIL (Ae 11 IN)ONLY) TYPICAL CONDITION FOR DRAINAGE STRUCTURE SELFiOCKNG TIE-r1TLON ed (MIN. GRADE. FAOW tma MIN. TNSILE STRENGTH. W STABILIZED THE DETAIL APOLIES &10STANDARD B... e D B...3 &1880. BEE NOlE 1 6N.20. L.,e 6M.2O AND 630.A0. TRIEN TH (SEE CNO NOTE BURY BIN TRENCH C PIPE ZONE BACKFILL QO (SEE NOTE 11 _ a .. F a®� ' / SS, L FOR $ GRAVEL PIPE ELZONE SEODINO A. (SE NOTEA 1. RISE '.9' Q® FOUNDATION LEVELDURING EIrCAVKTON 'AN IMIZE 1 I THE GROUND AROUND TRENCH AS MUCH ASS IB FEIB EG AND SMOOTH SURFACE FOLLOWING EXCAVATION lb AVOID CONCENT- GEOmE LE FOR SILT FENCE -SEE STANDARD RANG FLOWS. COMPACTON MUST E AOEOUATE TO B® p3PgECaE(IICA��SSEOTI011 PIPE ARCHES PREVENT UNDERCUTnNGF0=MU �' f' NT POST - WOOD Oft STEEL TYPICAL INSTALLATION DETAIL I (TYPICAL) HE/t (STEEL POSTS SHOWNS CLEARANCE BETWEEN PIPES eT -eir, Y'A FOR MULTIPLE INSTALLATIONS +-s�s,<;' . F VaT�� MNIMUM 5 -•' - %' ' .•fL U WI GPEMCmHIRCT DISTANCE ze G / 5'Q PIPE SIZE eE1V N Be °lei pyo `i - % ANORA L. SALISBURY BARRELS S G CERTFICATE NO.OWBW sy0h'AL CIRCULAR PIPE /- fdA'g+ FAertlC (GEOry-= e�pN•,M (DIAMETER) UP T048" 24" Aug 1T, 2021 % �P TYPICAL SILT FENCE mPCAU "�•�-•-P� PIPE ZONE BEDDING IS BEE xoTE WTIOUT BACNUP SUPPORT METAL DIAL RR AND BACKFILL rsEEL SSNu SILT FENCE PIPE ARCH a$" AND OR Sir. (SPAN) LARGER WHICHEVER STANDARD PLAN 0-55.20.03 STANDARD PLAN 1.30.15.02 B E88 SHEET 1 OF 1 SHEET SHE.1 OF 1 SNET SPLICED FENCE PREVENT SECTIONS ILT A BE CLOSE ENOUGH APPROVED FOR PUBLICATION TOGETHER TROUGH THE SILT FENCE AT WATER FROM APPROVED FOR FUBLICATION ��- Aug 17, 2021 ESCAPING Tnaoucn THE FENCE AT THE ovEauP ECG BSkoUeh Ill 3 w.MeF,.RsraF mm�,wT...Fwr.,� SPLICE DETAIL GA POSTS SHOWN) �w.n.P..NR. pFw-wnaTwnMerNAm FASTEN CROSS BRACER TDOETHER WITH SCREWS. NAIL LI ISOMETRIC VIEW (ENTIRE FENCE NOT SHONM FOR ILLUSTRATIVE PURPOSES) NOTES 1. Prefat ogled units may De used in Ile, of the design shown on this plan upon approval of the Engineer. 2, 14udure Shell be consWded SUCH that geolex ile materiel shall IN, fastened to posts cheating a seam. M.10'.. 3. Ensure that ponding height of water does not Cause flooding on "Scum roadways or pnVam property. 4. PeNom1 maintenance in accordance wkh Standard Spedhca4on 8.01.3(15). Odn�b�RI 1� DBLAPEARLHIECT ,MARK W.MA�IRFRER .m� CnEEUDFlw•ur�wrae TEMPORARY SILT FENCE FOR INLET PROTECTION IN UNPAVED AREAS STANDARD PLAN 1.40.10.00 SHEET I OF I SHEET APPROVED FOR PUBLICATION Pasco Bakotich 111 09.2047 P IBM NMIJ 1' IT) DEPTH OVERFLOW �I S- p d1 �LDMPALTEDNATIVEANERIAL RUC LL Z Z CONSTTED BY EXCAVATON OR EMBANKMENT SEDIMENT TRAP BOTTOM J OUSRY SPALLS- I-IFTI DEPTH SEE STANDARD SPECIFICATION SECTIONMs11a) 1' (FT) DEPTH OF SM' -1 IoT LOUR BE AGGREGATE FOR PCEMENT CONCREE- SpRwGEOTEXTLE FOR SEPARATION SEE STAINDARDCPEOIFIAZO, SECE STANDARDSPECIFICATIONSTO-TION&3- SECTION OA (A ) AS REDUIRED- IUD (FT) MIN.. (FT)DI MAY BE REDUCED TO ED (T) MIN. FOR alms WITH LESS THAN ONE ACRE OF EXPOSED SOIL I-I")DE THLLS- :HARGE TO SGU ILDED EL SPREADER UTET, OR OVERFLOWCHANNEL 3MITS OF QUARRY RxUL s-mp) PARTIAL PLAN VIEW OF BERM SETTLING POND coMRIAORPPARTIAL OR MIN. I CAVATION VSETNING DEPTH 1f7 �1 ROUND -NE a sEDIxaxr sroRAGE GROUND LINE LONGITUDINAL SECTION EMIRARv SQL TFECK NOTE M COONNTINUOUS .—TILE BETWEEN ETUNDEENTHEG�AY ROCNORND THSIUnVVEE EARTHEN MATERIAL. TEMPORARY SEDIMENT TRAP PRELIMINARY NOT FOR CONSTRUCTION 01/2022 3G MIN. I—) PERMEABLE BALLAST (TYP.1-SEE STANDARD SPECIFICATION SECTION 9,03sou N E PUCE CONSTRUCTION GEOTEXTILE FOR SOIL LROVIDFULL WIDTH OF GRESS/ EGRESS AREA STABILIZATION FROM THE EDGE OF THE EXISTING IF (FT) MINIMUM ROAD— TO THE UCTION OR AS DIRECTED BYOTHETENG NEERENTRANCE, ISOMETRIC VIEW STABILIZED CONSTRUCTION ENTRANCE STABILIZED CONTTINTRANGE SLLMTHE 1-111ENTS CSTANDARD SPECIFICATION EN S o .3(T). / COARSE COMPOST � L C ` C OR SLOPES STEEPER THAN 4H 'X FOR SLOPES IN IV OR FIATTER'V A � /`CB EI. TYPICAL SECTION MISCELLANEOUS 17 COMPOST BERM DETAIL EROSION CONTROL DETAILS STANDARD PLAN 1-80.10-02 SHEET 1 OF 1 SHEET IPPRONED IN �w AS -BUILT CERTIFICATION: NOTE: I HEREBY DECLARE THAT THE HORIZONTAL AND THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER VERTICAL LOCATIONS OF THE STORM DRAINAGE AND APPROVAL DATE. THE CITY WILL NOT BE ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON FIELD SURVEY PERFORMED BY ME OR UNDER MY THESE PLANS. DIRECTION. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE L If It IYA NNITE O VIASMA�iL IY 1 Y 1L 11 p0 � 60218 G ��Q �SS�OIST ENOI' DESIGNED KWO CHECKED MO DRAWN NAS CHECKED MID AS -BUILT JOB NO. 21-121 /� DATE C a' 01/2022 J Q .RAWINGNAME C9 LU 0 F7.1 12 BIDENNIK RAMPV F 4-PWIN. CEMENT CONCRETE SIDEWALK OF STALL RT-0m IIAII [ Y-P <'VADE.YELLOW D �' AACE �OEF CUftE PAINT DNES PAINT LINE IYPJ 4Q Y P B-P��SPF MINN4MI PLAN o ONE ACCESSTALLIBLE STALLNT ONE ACCESSIBLE STALL W' PARItINO STALL ARMXOEYEM MIN. 6TYP THREE ACCESSIBLE STALLS PLAN TWO ACCESSIBLE STALLS CEMENT CONCRETE 91DEWN.K 61DEVMNM( RAMP Ri-0Ot R7-0OtA F 1•N DE,VMRE N xE TYR) \� \b, FOUR ACCESSIBLE STALL F OF STALL FACE 4--E.Y LOW PA I LURB 46• PUN uNF mP) I P B PR r-o- SEE DETAIL .n4'-r R. B-P MN 5'-P B-PMIN. B.Pk1IN. DETAIL A ore-P PLAN ALTERNATIVE PARKING STALL MARKINGS USE ONLY WHEN SPECIFIED IN THE CONTRACT NOTES i. Three, four and five accessible stall anangamenh may Da eiMer 6O° (argled) or 9D° (W' pendicular) parking ammhgenumm. See Contact 2. An AGESSS Parking Spam Symbd is required far Each aaessible parking stall. A blue barkgreund and white border are required when the symbol is installed an a mment con- crete surfam. 3. All acrossible stalls shall have wheal stops. Plam Wheel stops in other stalls when sped fled in the mntrect Wlheal stops shall be approamately 6• high and a minimum of 8' kNg. 4. Refer to the Standard Plans for MhmWalk ramp, deteclable warning pattern, and mrb details. N LLOW eti• U LEGEND P RTA01 Rammed Parking Sign and host wth RTdOtA Plaque, if indimted g X a' \ rngLE) g 6�N" g 6 6 d � PLAN (Sea Sign Fabrication Manual) Acmes Parking Spam Symbol ®Manufactured wheel stop I Detectable Warning Patem TWO ACCESSIBLE STALLS eP PARXIXD STALL ARIMANOEMENT r"P $IDEVVPL(MMR T.P 4'- W, -r B-P ttP. �\e ��\d� \e �\ 6' S FIVE ACCESSIBLE STALLS ED bRVxMIH NOTES: LOCNNN MOLTS. 1. PIPE SIZES AND SLOPES: PER PUNS. 2. OUTLET CAPACITY: NOT LESS THAN COMBINED INLETS. pFs�Siai 3. EXCEPT AS SHOWN OR NOTED. UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS FOR CATCH WIN NVE13-V PLAN TYPE 2, 5e MIN. DAM. 4. PIPE SUPPORTS AND RESTRICTOR/SEPARATOR SHALL BE OF SAE MATERW„ AND BE ANCHORED AT V MAX. SPACING BY 5/B' DWA. STNNLESS STEEL EXPANSION BOLTS OR STEPS m IwxO. EM DOE° 2' IN WPLL. 5. THE RESIRICTOR/SEPATATOR SHALL BE FABRICTED FROM 060' ALUMINUM, OR .064' ALUMINIZED STEEL OR .064' GALVANIZED STEEL PIPE; IN ACCORDANCE WITH MSMO M 36. M 196, M 197 AND M 274. GALVANIZED STEEL SHALL WIVE TREATMENT 1. GATE. sxEW DATE 6. OUNET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A STANDARD COUPLING BAND FOR CORRUGATED METAL PIPE. OR GROUTED INTO THE BELL OF CONCRETE PIPE ]. THE VERTICAL RISER STEM OF THE RESTTCfOR/SEPARATOR SHALL BE THE SAME DAu. AS THE HORIZONTAL OUTLET PIPE. WITH AN 8' MIN. DRAM. I- DLV. m PLAN B.FRAME AND LADDER OR STEPS OFFSET SO THAT: A CLEAOUT CATE IS WSIBLE FROM TOP. B. CLIMB DOWN SPACE IS CLEAR OF RMER AND CLFANOIR GATE. C. FRAME M CLEAR OF CURB. 9. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMITH O.D. EWAL TO CONCRETE PIPE I.D. LESS 1/4'. 10. MULTI -ORRICE ELBOWS MAY BE LOCATED AS SHOWN OR ALL ON ONE SIDE OF RISER TO ASSURE LADDER CLEARANCE. 11. ORRICE MUST BE INSPECTED PRIOR TO INSTAUATON PuIE MM �nm J �'� ELBOW DETAIL \ PUN PUBLIC �FLOW RESTRICTOR / OIL POLLUTION DWG. NO. Gu�O WORKS CONTROL STRUCTURE, TEE TYPE (FROP-T) 1 4-14 ro Know what's below. Call before you dig. ELEV. DIA/WIDTH M TOP OF RISER 223.70 12' ORIFICE 1 214.20 0.39' ORIFICE 2 221.70 1' ORIFICE 3 223.20 0.5" OUTLET IE 216.20 12' W INLET HE 216.20 24" E OU-�W e'1Fy�A5N'G4' ��.�dl 1��1€ OA ,eOI8T8W` �2�� °ly aayONAL gaG l$�I�p(I E%PIKES AUGuSi 9. 2009 Ball PARKING SPACE LAYOUTS STANDARD PLAN M-17.10-02 SHEET I OF 1 SHEET APPROVED FOR PUN.LGT011 Pasco BakoOch Ill 07A3.08 o�.I T E' u se xoTED OTHERNI8E IN CONTRACT a ias STOP LINE NMITE OR YEU - SEE CONTRACT CHEVRON OR DIAGONAL CROSSHATCH MARKING W • P IN FOR POSTED SPEED OMIT OF 40 MPH OR LOWER W12" FOR FOR POSTED SPEED UMR OF 45 MPH OR HIGHER b EDGE LINE 4 --I 1^ .d SHOULDER° MARKING AREA =11.73 SQ.FT. HALF -MILE MARKER EDGE LINE r� b M FULL MILE MARKER T AERIAL SURVEILLANCE MARKERS NOTE CENTERLINE OF JUNCTION BOX, 1. If Rumble Strips ale present, f PULL BOX, OR CABLE VAULT astall melting oUtside Of the Rumble Ship, EDGE LINE Id,\� CEMERUNE OF CROSS CULVERT GE b � T�I\�UNE � OLDER JUNCTION BOX, > $� CROSS CULVERT ULLB � OR SHOULDER MARKING AREA=5S 0SDFT MARKING AREA = GES ED.FT. CROSS CULVERT .. JUNCTION BOX, PULL BOX, OR CABLE VAULT MARKINGS DRAINAGE MARKING EDGE LINE 4' iYP BD° m• m Y-P SHOULDER MAFNENG AREAm SO.FT. DRAINAGE STRUCTURE INLET DRAINAGE MARKING o�J' W9 W uea4y�9 B BB018TBM00 `2m �'�/ONAL eaG W. Brien SYMBOL MARKINGS MISCELLANEOUS STANDARD PLAN M-24.60.04 °MeNe W+. Orw-.•h+Ww-e:Mm rcx Hx. caNEeoCimsNic. mO nu0cL 1�� / l� � / O /O �°Vhl°rtreraIwE reMIuWhwIH. xxsw_. O Ee '____-_�__ O O O ------------ 0 OO H few REcwumwrwxs. SITE MAXIMUM OPENING OF GATE NOE6: 1. SHEAR GTE SHALL BE ALUMINUM ALLOY PER ASTM B-26-2G-32n OR GAST IRON SIM A48 CIA59 bB AS KOUIREO. 2. GTE SHALL BE S' DAN. UNLESS OTHERWISE SPECIFIED. a. GTE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE). WELDING, OR OTHER SECURE MEWS. 4. UFT Rea: AS SPECIFIED aY MFR. ARM H NDIE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOON FASTENED TO FRAME OR UPPER MWDXOLD. 6. GTE SHAJL NOT OPEN BEYOND THE CLEAR OPENING BY UMITED HINGE MOVEMENT. STOP TIB, OR SOME OTHER OENCE, 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER NOUNNNG FRINGE AND GTE FUVIGE. ]. MATING SURFACER OF LID AND BODY TO BE NACHINED FOR PROPER FR. 8. FIANCE MOUNTING BOLTS SHALL BE 3/8• DIAM. STAINLESS STEEL 9. 11TFPGlE CITAKOUT/SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPMBIE. PROVIDED THEY MEET THE MATERA SPECIIGTIONS ABOVE AND IMYE A SIX BOLT• 10 3/a' BOLT CIRCLE FOR BOLTING TO THE FWIGE CONNECTION. JULY Wt4 Afmam0Vft WORKS FROP-T SHEAR GATE D4-15 PRELIMINARY NOT FOR CONSTRUCTION 01/2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE a w 0 > w a �< IYL `aJ W\ W � W a�Jul I- 0 0 LL M� W -i-i TL-71 o OW V - U W^ 0 Q3 z = W H3 Z X HW ILLJ z + W Q � l OJ wI` V X, CV ,pIHITE OR 1�?E OF WABMA�y� Y r7 r P S�O'ST ENO DESIGNED KWO CHECKED KWO DRAWN NAS CHECKED KWO AS -BUILT JOB NO. 21-021 DATE V/ 01/2U22 J Q DRAWING NAME I.ass. C10 III Q 10 OF 12 PROJECT SUMMARY :UOADI1G=1320&1EGS F. UNEARFWT -(SSE. I. WIB.A9U. N _STORAGE PR OED=9.R MDIAMETER PIPE DET eARREU SIZING SS N. BWIDTH ADET ENDS =,2Ix. NOTES ION ALL RISERS D$TOM ARE 2%JEA ycCORRUGATIW AN13 UNLESS RISERS TO BE ==E-D TTODGRADE, LED TO EXISTING D""AAUX ONu PIPEISKK' NEEDED IT IS TIE RESP W SNNUTv OF THE CONTRACTOR. TYPE TO BE DETERMINED UPON FINAL DESIGN, PROJECT SUMMARY IS REFLECnV a OF THE DYODS DESIGN, • WANTInESMEAPPROx. AND ENOULD BE VERIMED UPON FINAL DESIGN AND APPROVAL. FOR ENAMPUe, YMN. ExCAVATIW DOESNOTCONBIDERN4VANABLESSUCHAS SHORING AND ONLY ACCOUNTS FOR MATERML wOwx THE ESTMATED Ex ON FOOTPRINT. TXESE Dw.wsNGSARE FOa CONCEPTUAL PURPOSESANDW xOTaFFLECT ANY LOCAL PREINENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCALCONTECH RFP ION MDD 'CATIorvs. ASSEMBLY SCALE: 1" - 10' _-� C�'I�NTECH' N."O �aT€CH DY012727 Davis BFJ -Fed Way 1NGINEELED SONIRGNS LLC CMP DETENTION SYSTEMS 8' DIA CMP DETENTION SYSTEM cvoos Federal Way, WA . , DETENTION SYSTEM �° �� �YM9RDEBOR�N N „� „3�s,w F O D1 PIPE SPAN, AXLE LOADS (kips) INCHES tbw —I I snD ttat MINIMUM COVER (ED So 3.0 aD SCALE: N.T.S. ACCESSCASTINGroBE PRWIDEDANDINSTALLED BY CONTRACTOR. � 6 IN ) r "A NIBNT�MONTRACTOR• mCMP�RISER tt'TYP.L 9 NEON 9€� 3W SECTION VIEW Wooemwisrsemoen eTHTMEuiREnxiiMFACTuaDRoRwwceroTHEAPPLCLEcrem"SS=I TePIrsoiNnsF THEOrLo HEc.REorsSELM, nut RI ALUMRNED—B 2: AASHTO—OR ASTMA-TSO uL L COx SHALFORM TO THE APPLI—P RE W REMENTS LISTED B Lo . GUV -D: AASO M36 OR ASTMA.T60 T APPLICABLE REWIREMENTSS OF AAENTO M. ORASTM AA2. MxuMC MSHTOM$MA-T62 S60RASTMB]aS REWREMENTSOFAASLMOIM2,88ORLASTAA,y18iO THE APPLICABLE PS(NATIONAL CORRUGATED STEEL THE YIER COATED STEEL COILS I — LUMIIZED APPFORM TO THE PTPCASS FOR LcABLE REWIREMENrs aFAAsxroMzaB aaarrnAEAz. RIIATEDITEEL EcoMMENDnT orvs FaaAuuMINUMP eEzALVANaeo oa POLYMERS _ 7SHALL BE IN ACCORDANCE YATH AAENTO STANDARD es FOR CONSTRUCTION LOADS MAY BE HIGHER FINAL Loons. FOLLOW Ei. GALVANIZEED onro-YMER Teo �EyoRASTM MANUFACTURERS OR NLSMGUIDELINES. P�S(FOR AL MINUMPIE)ANDW—ORMANCE WTTHTHE PROJECT •I�ll� I, ROUND OPTION PLAN VIEW 1NDgDEsiGry R ACCH1:1 E— AASHTO, 171 EtJmW. 2. DEBIGR LOAD H52S, 3. EARTHCMER=t'MAz. S. RM.—CINGETEEL ==ASMIABI—RAGE. B.OPIN- RA-TOTRERANSINTERRoa.u, HALF EACH SIDE. ADDITWAL SANS TO BE IN THE — PLANE, REINFORCING TABLE D CMP "BEARING RISER A GB REINFORCING PRESSURE (PSF) �- it asp DLEw 30• 3r =1 o0c msxs e4Y S'd bSMtO'OCEW tT20 sr uerocEw utD me s As®9'oLEw ,A00 x8' AS@sSCc_ too ASSUMED SOIL BEANNG CAPACITY Ay E SEE NOTE E. SQUARE OPTION PLAN VIEW mNOOVTE 0 $IABANDALLMNENI�N CTOR S TOBE MANHOLE CAP DETAIL SCALE: N.T.S. CONTECH' DY012727 Davis BFJ - Fed Way s r�s� s l�vs>c ' R� .^�-+�+••-++ ENGINEEeED 51NA1110144 LW CMP DETENTION SYSTEMS 8• DIA CMP DETENTION SYSTEM Federal Way, WA DATE RL,HSMNDESDRIPDDN BY 'tn "46°5100° "�TA'S_ Drops DETENTION SYSTEM .P. D3 0 Know what's below. Call before you dig. QMINIMUM wIOTH DEPENDS ON SRE CONDITIONS AND ENGINEERING JUDGEMENT Q F urvDAT ON BEDD NG PRE ABLE G�AODRETGNP��INGETNITETBE ING, THE FOUNDATION MUST BE CONSTRUCTED TOAUNIFOR.AND NTERED ARPRWED BYTITXE ENGINEERMOVEDAND BRWGHT BFLKTO THE GRPDE WTM AFRLMATERMLAB S IMUNCHZONE LWTERMLSHALLBEPLACEDANDUNIFORMALLYCOMPACTEDWITHOUT SOFTBPOTS. IFT(,S')DIFFERENT BACKFILLSHALLBE/ —ID DIFFERENTIAL nFFeALTERNATE z.s L L FRONT MAY DETAIL APPLICABLE FOR CMP —mNpE— PLAN EENDUIG ON SMALLER SYSTEMS ON TYPICAL MANWAY DETAIL ACT —SITE G—IFIC CONDITIONS. SCALE: N.T.S. f EDeTaE) f] ELEVATION END TYPICAL RISER DETAIL uMRS ARE OPTIONALAND ARE NOT REDUIRED FOR ALL SYSTEMS. SCALE: N.T.S. LINN OVER TOP OFEPINS DFREDUIRED) LIMITS OF REQUIRED SYBACKFILL STEM DIAMETER TYPICAL SECTION VIEW LINER OVER ROWS SCALE'. N.TS. TWMF PRWECTINAN XDRE MEMBRANE LINER IS RECOMMENDED WITH ON E SYSTEM. TXE IMPERMEABLE LINER IS INTENOEDTO HELP PROTECT THE SYSTEM FROM THE POTENTMLADVERSE EFFECTSTHAT—ESU.TFROMACHANGEIN THE SURROUNDING ENVIRONMENTOVERA PERIODOF TIME, PLEASE REFER TOTHE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONA. INFORMATION. CONTECHj!*�' DY012727 Davis BFJ -Fed Way .---..----. eeaNeeEeo SOIURGNS ue CMP DETENTION SYSTEMS 8' DIA CMP DETENTION SYSTEM " Federal Way, WA D2 .a._..- -� wTE REwBIox DExRIFTNx eY 'Ip s,3as,ao eoas,w7 C��°mDws DETENTION SYSTEM PRELIMINARY NOT FOR CONSTRUCTION 01/2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE Q Q W a W Q o a LL p 3 Q W �3 W §�� W Q � LL I- 0 0 �LL M` W (> S WE D rn 0 Q 3 z N o ya � Z 0: aN L.0 O D " z + 0 a� U c z z 0 6f W LLJ Y Ln IN ? Lc' J W 10 N co (� x N fJVAITE 0 WAgMY y AP 1 cy Y L 11 9 60218 I.tT �� IST Oe S�ONALEaENO�� DESIGNED KWO CHECKED KWO DRAWN NAS CHECKED KWO AS -BUILT JOB NO. 21-D21 �/� DATE U) 01/2022 J Q DRAWING N..E C11 LU Q C 11 OF 12 CMP IN -SITU TRENCH WALL MAINTENANCEN SYSTEM INSPECTION AND CMP DETENTION INSTALLATION GUIDE F ExGWANM IS REQUIRED, WE TRENCH WALLNEEDSTO BE CAPABLE OF WIUCk. WML FILL ISUSEOYOU DEMEUST NTHEVENT PIPE ANDTTE UNDERGROUND _ INFILTRATION WILLPRONSNSTMLATi TERM AFLEXI UE IM-CE.E GROUND HECOM*URATITIONSYSTEMHEM A .CANEDYTOS ENJP PRIG TO THE PLAC MEENT OF TIEEN % iIFT. THE ENS ECTED AND MMNTMNED AT REGULAR INTERVALS FOR PURPOSES OF WILLEMS EGG.TEMPEECIAL N THECONFIGURATICE—ATEB SUPPORTING THE LOAD THAT THE PRTI SHEDS WESELOADS TEMIPELOADED, IF ALLOWABLETHICKNEBSOFTHECLSMUFTISAFUNCTIONOFAPROPER OFTEN REQUIRES SPECLALLONSTRUCTION PRACTICES THAT SOILSARENOT LARABLE OF SUPPORRNGTIESE LOADS,TXE PIPECAR DEFLECT. CE BETWEEN THE UFLIFTFORCE OF THE C=OF THE PIPE. AND TC-AEREFFILE12"' RLSM. WE OPPOSING PERFORMANCEARDLONGENtt. DIFFER ROM CONVENTIONAL FLEKIBLE PIPE CONSTRUCTIN. CONTECX PER FORMA SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE WE LIMITS OF E%CAVATION BEYOND WE SPRING LINE OF THE INSPECTION ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-GNSTRUCTION MEETING WRHYOUR LOCALSPLES ENGINEER iO SALES ENGINEER CANHELP ALSO AFFECTS WE CLSM INSPECTION ISEASIY TOEFFECTIVELY NEI. ONTEC"RECAINTENANCE OFCMP ENS DS ONGOIION NUMOSi CASES WE REOUIREMENTS FOR A SAFE WORK ENVIROMMENTAND LLSNS ECnON3. SGES MSTH wG o RASH LOADORSMALL OUTLET ARPROPRIATE FORYOUR SITErURES. NOT COVERED IN THIS GUIDE. ARE PROPER SACKELL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. TERMINE TXE EOPERLIFT TXICKNE88. CONTROL ORIFICES MAY NEED MORE FREQUENT INSPECTIONS. THE RATE AT FOUNDATION ?wR.x'MaawLLLR WHICH THE srareM cousins vouITTANTS WTLLDEPEND MORE oN SITE FOUNDATION FOUNDATION THAT CANS O O oo , Pu"Rrwxvsuus STSEE�.I, ACTIVITIES RATHER THAN WE SIZE ORCONFIGUMTION OF THE CONSTRU plo� IONS SHOULD BE PERFORMED MORE OFTEN IN ECUIPMENT ITSPNTEGRIWTDURNGCONO N3TRUCNTX KFILL MIGHT AS WELLAS MAINTAIN °-E TON E FBI =Hg_AREAS.INCUMX1MV­RE NO OK ONSTAKEPI-ACE.ANDIN H WHICH ORUNSU ISOIPoLII TOOWN TOAISUITABLE U TABL EIDEARMEX PNNU TGIIEN BPEURD Up To THE N wLOFoeFmxousrn LORRLD EXPECT GIVECONDINIONSAARELOROOFRFACX MSPECTIONIARO� S MIGRATION OF FINES, CAN CAUSE SETTLEMENT a uIPP+uLsn a NAINTAINED FOR THE LIFE OF THE SYSTEM SYSTEMORMVEMENTABOVE, IFTXESTRUCTURALFRLMATERIALISNOT COMMTISLE wRH WEUNOERLENGSOILSAN ENGINFERIrvG FABRIC SHOULD BACKFILL PLACEMENT '°"°'"`"""w"""`""°""I MAINTENANCE SE UMDASASEPARATOR. IN SOME CASES, USINGa STIFF REINFORCING GEOGRID REDUCES OVER UKCAVATON An PI-ACMEITIES. T FILL QUANTMATERIAL SHAU_ BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF e LICING.RGDING.AIRTAMPER, VISRATIRY ROO OR OTHER EFFECTIVE .—CS. 44� � !- GRADETHE FOUNDATION SUGRADE TOAUNIFOR OAR SLIGHTLY SLOPING aLamFuns esmixs GRADE. IFTHE SUBGRADE ISQUENCE CV•YOR RELATIVELY NON.PoROUSARDTHE CONSTRUCTION SEE THE GRAOETOONELAST ENOO TEE SYSTEM PERIOD PROCEURESAREBETERMNEONFEASMLEeYTHE WA TER TO DRAIN QUICKLY. PREVENTING SATURATION OFTHE GEOrECHNICAL EGNEE OF RECORD, COMPAC ISCONSIDERED BGRADE. ABOUATE WHEN NO FUNTHE YIELDING OF THE MATEIAL IS OBBMED UNDER THE COMPACTOR, OR UNDER FOOT, AND WE GEOTECHNRC ENGINEER OF RECORD (OR REPRESENTATYE THEREOF) IS SATISFIED WITH GEOMEMBRANE BARRIER THE LEVEL OF COMPACTION. VIEWHERVAR SALTING AGENTS ICE USEDHSUCHE AS ROAD SALTS FOR DIEIC IG AGENTS. IF SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE, A THE ENTIRE MYTH! OF WE SYSTEM IS REACHED.ADVANCE WE EQUIPMENT THE POTS TiALADVE BEFFECTS T'HATEMVE RESULT FROM WE USE OFM CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPs DSACKFILL ECKHOE.AS-ELL-THE MOVEMENT OF INCLUDING PREMATURE CORROSION REDUCED COxSTRUCTNiRARFIC. MATERIAL STOCKPRES ON 11111111 ERY LIFEBACKFILLEo DETENTION SYSTEM SHOULD BE LIMUE To S-TO 10IFFT HIGH AND MUUI OVIOE BALANCED LOCOING ACROSS— BARRELS. To THE PROJECTS ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING E PHOPE COVE OVEN THE PIPES TO CILOW THE AGENBESi�IL BE GEMENTUSED ON OR NEARTHE TODETERMNEIFANYAD—OTSITE, AND NA-PROTECTSVEHISMER M­NTOF CONSTRUCTION LOCAL CONTECH SALES ENGNEERUIMETSEE TABLE t.OR LONTCCTYOUR REEDIRED BELOW ISATYPICALDETAILSHOWINGTHEEM OF AGENTS ARE USED ON OR NEAR I ZE PRI�EFEFDISIPTR TING CUP DETETION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION CONSTRUCTION LOADING =UMULwTED PEDIMENT DR TRASH IS CLOGGING THE DISCHARGE FAorvI OF WE OU- F�eDMMICIiLOVERE SHOULD BE SECURTL N NECESSARY SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB.—EOFOLLOWINGCLEAxNGACTVITE3.CONTECH BUGGESTSTHATPLL BEQUIMENT SPECIFIC MINIMUMC AT IN ER OR NEAR THE NLETANO WE OUTLETO ORIFICE. SHOULD IT BE NECESSAMEMS S DESI.WED WIN AN ACCESSIINSPECTION MANHOLE TO ECH SALES ENGINEER DURING GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL YOUR PRE MSTRUCTION MEETING. T APPROPRIATEPRECAUTIONSREGARDINGCONFINEDSPACEENTRYANDOSHA REOULATIONS SHOULD BE FOLLOWED, UNDER-ROUNDSYETE ADDITIONAL CONSIDERATIONSFINELUDIN MBE S CANARAPIDLY OST FILL THE ESYSTEMS ME CONSTRUCTED BE— FAINFAU_ XGVA1ON POTENTIALY CAUSING FLOATATION AS PARTOF THE MAINTENANCE PROGRAM FOR THE SYSTEM. anWTE IIFFOR THEOwn ER TO oSCAE. TEMPAUR ORARYDrvERS10N MEASURES WFATHER, MON' BE REQUIRED FOR HIGH FLOWS DUE TOTHE RESTRICTED NATURE OF THE FORMONG INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND P PE SYSIDIS USED THE OUTLET PIPE. TOFU —ON AS INTENDED BY NETIFTENG ROK Oco M.oEDOBGULAN nxUE SPECTIOx ARDMANTENArvcE PN.CTICES.IrvSPECTIDn AND Nwk SCE awx� OF NPEJOINTCONNECTIONS IS BEYOxDTxE SCOPE OF THIS GUIDE. C+ NTECH' A&/&uTewu° DY012727 Davis BFJ -Fed Way CIS?! B' DIA CMP DETENTION SYSTEM +•d•••�•++•-.++ ENGNEEEED SWUDONS I1C CARP DETENTION SYSTEMS Federal Way, WA DATE -1. DESC�­�U DYMODS DETENTION SYSTEM co Know what's below. Call before you dig. SITE SPECIFIC Owiw NOTES. SSUCIUR ID ID Treatment Plow Rate ds B Y Peak Fbw Rate Ids) TR`T= eELawE GE EIT lw+sB IE Tap d Vault EI—GG, Oil RCP MAX. INLET p. / PRE—B.asxF . IuvEgGwm ipe Data Plpe Pipe Pip" IRWR ALTERNATE INLET LOCATION TLAT LNELOAO SURcxumE PTF LoeaUm 8W TYP" EMvMbn E Leo ToeauBLaA:ER InMt - ET wnomrs.wuLe. Nsas.ax Fouxmno Ouee1 ��� a REsslvsa Notes: INLET I _ sTasnmx. s.aao EiMNeDu. �' > aDxronuw.nEw+..sTxce+vAms.G"ADE PERFORMANCE SPECIFICAWMS cE—C.A.I.— aLUEANNUCARACOY TreaUnent Flow Ca c xws s NJDEP SO% Removal, ]5 m'Krm O.OW de t� OUTLET I s WA Ecology GULD-Basic, 0.05]ds —J EnXan bP — — c. ACI s+eN ByPMFCBPRSy SA da rsapr saL ALTERNATE OUTLET LOCATION l DNIDER WALL 'l. TIE 01Y RCPAULK OUTLET PLAN VIEW REY�Ew. CVITGNE AN —I PER 'K 018' TRAFFIC RATED CAST IRON COVERS. OW BOLTED B GASKETED ACCESS COVER. + iR FIELD POURED CONCRETE COLLAR REQUIRED, FIELD POURED CONCRETE COLLAR REWIRED. TY BY OTHERS. BY OTHERS. eoxsT"Anrts nITYAew PRODueTKN FAe" RIM O'MIN TO • "wassws:IR.o VGEwuLlrocKa MED _ _ 5 E NOTE 1ER rwMeNEDWMnN,DF a.SE NDLDPES (SEE NOTE I.B) + WI VARIESI wML. aYPasewR"nxoovI—GRAIN I 5'-1-1I0-MIN 13'-10' MAX I I ENERGY DISSIPATION STONE -- RL MULCN y 3iC- ER DIVIDER WALL r�, I I 1'-0' OIdemm*hkeBbl,Ck _ BYPASS WEIR I I SIOlmM#"' MEDIA —' OUTLET O S' DRAIN ROCK �B'NPaB"'NINtl@, S,a : w:(—GARD OPTIONPL DRAIN 1'-10' 6 1'-10' 1'-S' UNDERDRAIN PIPE UMNgmulMVaultwM lrvema BryNs DOWN DEVICE �I� w LEFT END VIEW ELEVATION VIEW BPUaBIB""n9 of INLET WINDOW I I INLET _"� II H U I I I Y-Y I28T DROP RECOMMENDED, 8' MIN. aIST I I PRELIMINARY NOT FOR CONSTRUCTION 01/2022 AS -BUILT CERTIFICATION: I HEREBY DECLARE THAT THE HORIZONTAL AND VERTICAL LOCATIONS OF THE STORM DRAINAGE AND ROAD SYSTEM SHOWN HEREIN IS THE RESULT OF A FIELD SURVEY PERFORMED BY ME OR UNDER MY DIRECTION. NAME L.S.# DATE PERMIT NO. XX-XXXXXX-XX CITY OF FEDERAL WAY AS -BUILT DATE NOTE: THIS APPROVAL IS VOID 1 (ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. I PERMIT NO. XX-XXXXXX-XX I APPROVED DATE Q J NQ EIIr LU 0 N o w 'a 0 < IRL Q QW. n Q W W It W LL I- 0 0 �LL MV W C7 o WE D Lug Q3 z = W H3 Z ox HW LLI O W o v� z + Z W Q @ LLn O wti V x CV .1JHITE OR WASMC�AlA� de Y 11 f S�ONALE ENT' DESIGNED KWO CHECKED KWO DRAWN NAS CHECKED KWO AS -BUILT JOB NO. 21-021 V/ 01/2022 J Q DRAWING NAME C12 Q 12 OF 12 Appendix E - Operations and Maintenance Manual Technical Information Report Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 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 91' Ave SE Mercer Island, WA 98040 kristen@kwoeng.onmicrosoft.com 206.755.3951 January 21, 2022 Narrative The project is located at 803 S 348t" 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 system 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: Operations & Maintenance Manual Davis BigFoot Java Federal Way KWO Engineering, PLLC January 2022 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or No trash or debris in vault. Storage Area tank (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of All sediment removed from storage accumulation the diameter of the storage area for''/z length of area. storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than'/z length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. Gaps between A gap wider than '/z-inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than '/z-inch, any evidence of soil Vault is sealed and structurally frame, bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. Inlet/Outlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than'/, -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat; covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than'% cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure structure. by more than 10%. Trash or debris in the structure that exceeds 1/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. 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. Damage to frame Corner of frame extends more than 3% inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than '/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/z inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than '/z inch and longer than 1 foot No cracks more than 1/4 inch wide at at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe. evidence of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than '/z-inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes —other than designed holes —in the Structure has no holes other than structure. 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 Defect or Problem Condition When Maintenance is Needed Results Expected When Component 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 Gate moves up and down easily and maintenance person. 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 Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe. works as designed. Deformed or Lip of overflow pipe is bent or deformed. Overflow pipe does not allow damaged lip overflow at an elevation lower than design Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than'/, -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y-i cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch 1/3 the depth from the bottom of basin to invert basin. the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than '/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/z inch and longer than 3 feet, Catch basin is sealed and is bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than '/z inch and longer than 1 foot No cracks more than inch wide at at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe. evidence of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than '/z-inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than''/z-inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/8inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all accumulation design depth. sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. 2016 Surface Water Design Manual — Appendix A 4/24/2016 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 4/24/2016 2016 Surface Water Design Manual — Appendix A A-16 Oldcastle Infrastructure' INSPECTION AND MAINTENANCE GUIDE 0 A CRH COMPANY BioPod"' Biofilter with StormMix"' Biofiltration Media Description The BioPodTm 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 StormMixTM 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 necessaryto 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 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. 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. 4 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 StormMiXW biofiltration media. BioPod Tree Module BioPod Media Module BioPod Planter Module BioPod Media Vault BioPod Model Inspection Date Location Condition of Internal Components Notes: ❑ Good ❑ Damaged ❑ Missing Curb Inlet or Inlet Rack Blocked Notes: ❑ Yes ❑ No 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 Invasive Vegetation in Biofiltration Chamber Notes: ❑ Yes ❑ No Sediment in Biofiltration Chamber Notes: ❑ Light ❑ Medium ❑ Heavy Erosion in Biofiltration Chamber Notes: ❑ Yes ❑ No Maintenance Requirements ❑ Yes - Schedule Maintenance 71 No - Schedule Re -Inspection