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HomeMy WebLinkAbout20260126_PJA26-0017_STMREPT TERRAFF ORMA DESIGN GROUP PRELIMINARY DRAINAGE REPORT TACO BELL - ARLINGTON LOCATION: 7755 South 204t" Street NE Arlington, WA 98223 ISSUE DATE: November 25, 2025 PREPARED FOR: Northwest Restaurants, Inc. Contact: Fletcher Boll Email: fboll@nri-inc.com Q) P. D EG WAS'y& ° z 35646 O� ,GISTERF� ASS/ONAL E��\ 11/25/25 CIVIL ENGINEERING & LANDSCAPE ARCHITECTURE 5027 51"Avenue SW Seattle WA 98136 phone 206.795.9023 website www.terraformadesi i�groLip.com TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT TABLE OF CONTENTS 1. PROJECT OVERVIEW & MAPS 1 2. EXISTING CONDITIONS SUMMARY 3 3. OFF-SITE ANALYSIS REPORT 6 4. SUMMARY OF MINIMUM REQUIREMENTS 7 5. PERMANENT STORMWATER CONTROL PLAN 9 6. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN 15 7. SPECIAL REPORTS & STUDIES 15 8. OTHER PERMITS 15 9. OPERATION MAINTENANCE MANUAL, SOURCE CONTROL 15 10.BOND QUANTITIES WORKSHEET 15 APPENDIX A - OPERATION & MAINTENANCE APPENDIX B - GEOTECHNICAL REPORT APPENDIX C - WWHM CALCULATIONS APPENDIX D - DRAINAGE PLANS TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT SECTION 1 - PROJECT OVERVIEW AND MAPS This Preliminary Drainage Report for the Taco Bell -Arlington has been submitted to the City of Arlington as part of our land use permit submittals. Project Proponent: Northwest Restaurants, Inc. Property Area: 0.63 acres Site Disturbance Area: 0.66 acres Site Location: 7755 204th Street NE, Arlington, WA 98223 SW 1/4 of SE 1/4 of SEC. 11, T31N, R5E City of Arlington, Snohomish County Parcel ID: 00847300000200 Required Permits: Zoning Permit, Design Review Site Development Permit Building Permit The proposed development consists of a new 2240 sf fast-food restaurant with drive-thru at an existing vacant parcel along 204t" Street NE. Site development includes the new restaurant as associated parking, drive-aisles, walkways, right-of-way improvements and landscaping. The development will result in approximately 16,000 sf of new and replace onsite impervious surfaces. The project will require drainage review from the City of Arlington and compliance with the 2025 Washington State Department of Ecology Surface Water Management Manual for Western Washington. Since the development includes greater than 5000 sf of New Impervious Surface, all 9 Minimum Technical Requirements apply. Onsite drainage improvements include a new Filterra treatment vault and a new infiltration gallery for the proposed roof, parking lot and planter areas. 1 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT March Creek a Sadie en Real O li' E ate Agent a J a c Jackson St w __�+ • V �7rh PINE j E Highland Dr v Axis Roof and Gutter, Inc f ti li 0 w Jen%, Cascadi 491 %91 ���� Senio b1�P �a9e C� Safeway , t P� jl o h Nuttys junkyard Grill 0` I lington Cemetery SITE VICINITY MAP SCALE: N.T.S. AON 7755 204th Street NE, Arlington, WA 98223 SW 1/4 of SE 1/4 of SEC. 11, T31N, RSE, City of Arlington, Snohomish County 2 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT SECTION 2 - EXISTING CONDITIONS SUMMARY The existing 0.63 acre building pad was cleared and used as farmland by the property owned. The property neighbors commercial retail uses to the east and west and the Lux Apartments to the north. The site is primarily accessed by 2041h Street NE along its south property line. The site is generally flat and covered with short grasses. There are no trees or native growth vegetation on the property. There are no steep slopes,wetlands or sensitive areas onsite or in the immediate vicinity. The site is not within a floodplain. There are no onsite drainage facilities. The subject site does include approximately ?? sf of existing paving along the north property line and southwest corner of the site. The north paving was constructed by previously and appears to drain to the north. The small area of paving at the southwest corner was constructed by the neighboring Autozone to the west and serves as a shared driveway and drains to the AutoZone storm system. Both of these impervious areas will be noted in our total site impervious area but will not be accounted for in our onsite storm design. The existing soils are classified as Norma Loam according to the USDA Natural Rescouces Conservation Service. According to the geotechnical report as prepared by Certerra Geotest, the underlying soils consist of a shallow layer of topsoil over approximately 3-5 feet of uncontrolled fill consisting of loose to medium dense gravelly, very silty sand or sandy gravel. Below the uncontrolled fills was native soil consisting of loose/stiff silty sands and sandy silts. Certerra Geotest classified the native soil as Marysville Weathed Sand. Perched groundwater was found at depths of 11 to 12 feet (Sep. 2025). Onsite stormwater infiltration into the existing native soils is feasible. At this time, the geotech engineer is recommending an design infiltration rate of 0.5 inches / hour, though a higher infiltration rate may be feasible with additional onsite testing. See Appendix B for the Geotechnical Engineering Report. 3 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT SITE 204th St N� -J EXISTING SITE AERIAL 4 ^M eM Qo�o9 \bypass C EXISTING CONDITIONS Aperv= 25068 sf=0.58 ac Aimp= 2577 sf=0.06 ac Mot= 27645 sf=0.63 ac 4' r'I e _ n 3S MHO mAl A� MM P� pSc b asses 36 NC RE CONCRETE WALK 137 937 co ............ % 20 � STREET NE V - - ..... .. ....�:......................._....... 0 30 N ,"I!!� 1 inch = 30 ft. TACO BELL - ARLINGTON DRAINAGE BASIN MAP 7755 204th Street NE, Arlington — EXISTING CONDITIONS by: Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 11/25/25 5 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT SECTION 3 - OFFSITE ANALYSIS REPORT All runoff will be retained onsite via the proposed Stormtech infiltration gallery. There will be no discharge of runoff. An offsite analysis report is not necessary. 6 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT SECTION 4 - SUMMARY OF MINUMUM REQUIREMENTS 9 Minimum Technical Requirements as provided within Vol. 1, Section 2 of the DOE Manual: Minimum Requirement #1 — Stormwater Site Plan This Preliminary Drainage Report and the Civil Plans address the temporary and permanent drainage impacts of the project. Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan An Erosion Control Plan and Construction Stormwater Pollution Prevention Plan (CSWPPP)will be included with our formal construction permit submittal. Minimum Requirement #3 - Source Control of Pollution The proposed fast food restaurant is a relatively low pollution generator. General source control pollution prevention plans and a storm operation and maintenance manual will be included with our construction permit submittal. Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls The proposed development will continue to retain runoff onsite. Minimum Requirement #5 — On-Site Stormwater Management As required by the 2024 SWMMWW, On-Site Stormwater Management is required where feasible based on site conditions. Infiltration will be proposed to retain on development runoff. We expect to meet the LID Performance Standard such that no further Stormwater Management practices will be required. BMP T5.13 — Post Construction Soil Quality and Depth will be required for all disturbed area that will remain pervious. 7 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT Minimum Requirement#6 — Runoff Treatment The proposed fast food restaurant use will trigger Runoff Treatment for the proposed parking and driveway areas. Filterra vaults will be used to provide both Enhanced Treatment and Oil Control for our proposed commercial parking lot use. Minimum Requirement#7 — Flow Control The project will trigger Conservation Flow Control for the proposed new and replaced impervious surfaces. The proposed onsite drainage will be retained onsite via a new Stormtech infiltration gallery underthe east parking lot. Runoff will infiltrate directly into the native Marysville Weathered Sand layer for all design storms. Minimum Requirement#8 —Wetlands Protection Not applicable as there are no wetlands onsite or in the immediate vicinity. Minimum Requirement#9 — Operation and Maintenance A Stormwater Operation Maintenance Manual and site Source Control measures will be provided with our formal construction permit submittal. 8 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT SECTION 5 - PERMANENT STORMWATER CONTROL PLAN The proposed development consists of the new roof area, parking, drive aisles, walkways and landscpaving. In addition, the 204t" Street NE sidewalk will be replaced per City standards. Stormwater improvements are required to meet the City drainage standards. Onsite Enhance Treatment and Oil Control for the pollution generating impervious surfacdes will be accomplished via the new Filterra vaults. The proposed Stormtech infiltration gallery will satisfy the drainage requirement for Flow Control and Stormwater Management. The site includes existing driveways along the north property line and southwest corner of the site. Both of these impervious areas will be noted in our total site impervious area but will not be accounted for in our onsite storm design since the areas drain to other storm facilities. There will also be a very small area of new paving (786 sf) at the southwest driveway that will bypass to the O'Reilly Auto Parts drainage system; due to the existing lower grades at the shared driveway, we were not able to fully capture the transition to our proposed higher surface elevations. At this time, capture and flow control of the replaced sidewalks in 204t" Street NE was not considered since this redevelopment area is relatively small (887 sf) and would be difficult to capture. See attached basin data and infiltration system summary. Sizing calculations were provided via the Western Washington Hydrologic Method (WWHM) within Appendix C. 9 ONSITE-OVERALL —' Aperv= 6905 sf=0.16 ac c � Aroof= 2240 sf=0.05 ac Apav= 18500 sf=0.42 ac Mot= 27,645 sf=0.63 ac Esc ONSITE TO STORMTECH E Aperv= 6905 sf=0.16 ac Aroof= 2240 sf=0.05 ac Apav= 15971 sf=0.37 ac QP Mot= 25,116 sf=0.58 ac c SSG IR vsC STORIVITECH RATIO INFILTRATION GALLERY 'S 3 e�TACO I� BEL.�o \ 2240 sf Esc vsc `sc G SSG PSG � I QQ' Q V II � II e L �I o `Sc 1 3 � Esc NC RE ETE WALK 204TH STREET NE ..........................................:::::::::::::....m.................. .................... .... 0 30 N ,"I!!� 1 inch = 30 ft. TACO BELL - ARLINGTON DRAINAGE BASIN MAP 7755 204th Street NE, Arlington — RUNOFF TREATMENT by: Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 11/25/25 10 CB#3-FILTERRA CB#3-FILTERRA PSPNP� Aperv= 3501 sf=0.08 ac Aimp= 7238 sf=0.17 ac + + + + Atot= 10739 sf=0.25 ac > + + CB#4-FILTERRA Aperv= 3425 sf=0.08 ac r(4- + + + + + + + +4" L Aimp= 7707 sf=0.18 ac + + + + Atot= 11132 sf=0.26 ac +9" MAP E " + + ++ + + + + + + + + ' zP 4 + + + + + + + + + + + + + + + + + + + + + + 11 + + TACO CB#4-FILTERRA BELb + + '+' 2240 sf + + + { + it ROOF + + + + + + + + + + + + LE MA + BYPASSES + + + + + TREATMENT + + + + + + + + + + + + + + + + + 0 + I + A + + + + + + + + L TER R B A IN CB#4++ I I + 786 sf bypass + + + + + + + + + + + + + + \+ ++ + + + + + + + + + ++ + + + + L J " + + + + + + + + + + + + + + + fv,RC" WAI K 204TH STREET NE 0 30 N 1 inch = 30 ft. TACO BELL - ARLINGTON DRAINAGE BASIN MAP 7755 204th Street NE, Arlington — RUNOFF TREATMENT by: Pedro DeGuzman, PE Terraforma Design Group, Inc. DATE: 11/25/25 11 TACO BELL - ARLINGTON PRELIMINARY DRAINAGE REPORT LANDCOVER DATA Project Name: TACO BELL-ARLINGTON Project Number: '25005 DRAINAGE CRITERIA: CITY OF ARLINGTON Step 1)Site Data 1) General characteristics: Basin OVERALL Soil type Silty Sand Development type retail Soil Group B Size (ac.) 0.63 Existing surface grass Detention/Retention retention 2) Existing onsite characteristics: Landscape 25068 sf= 0.58 acres Roof 0 sf= 0.00 acres Paving 2577 sf= 0.06 acres Total 27645 sf= 0.63 acres 3) Developed onsite characteristics: Landscape 6905 sf= 0.16 acres Roof 2240 sf= 0.05 acres Paving 18500 sf= 0.42 acres Total 27645 sf= 0.63 acres 12 TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT FLOW CONTROL DATA & DESIGN Project Name: TACO BELL-ARLINGTON Project Number: '24007 DRAINAGE CRITERIA: CITY OF ARLINGTON Step 1)Site Data 1) General characteristics: Basin TO STORMTECH Soil type Silty Sand Development type retail Soil Group B Size(ac.) 0.58 Existing surface grass Detention/Retention retention 3) Developed onsite characteristics: Landscape 6905 sf= 0.16 acres Roof 2240 sf= 0.05 acres Paving 15971 sf= 0.37 acres Total 25116 sf= 0.58 acres Step 2) Criteria Provide onsite retention to accommodate all design storms. Use WWHM design software. Step 3) Flow Control Facility Desian Proposed onsite Stormtech Infiltration Gallery Design Infiltration Rate= 0.5 in/hr Stormtech Chamber Type= 3500 #of Chambers= 45 Percent Infiltrated= 100% Flow Control met Is l Facility Name IStormTech 1 Outlet 1 Outlet 2 Outlet 3 Downstream Connection 0 0 Auto Chamber I Quick Chamber I Chamber Model# 3500 Row Length(It) 70 Outlet Structure Data I Number of Chambers 45 Riser Height(It) 4 5 J 18 J Number ofEndcaps Riser Diameter(in)10 - Top Stone Depth(in) 12 Riser Type Notched J Bottom Stone Depth(in) 0 Notch Type Rectangular J Notch Height(ft) J Notch Width(ft) FO—J Infiltration Yes J Orifice Diameter Height Measured Infiltration Rate[in/hr] 1.5 Number (in) (ft) Reduction Factor(infilt"Iactoi) 033 -!d 1 Fo—,l Fo----1 Use Welted Surface Area(sidewalls) NO -A 2 F07---]l� Total Volume Infiltrated[ac-ft] 98.644 3 �—I lu�u J Total Volume Through Riser[ac-ft] 0 Total Volume Through Facility(ac-ft) 98.644 StormTech Volume at Riser Head(ac-fl) .171 Percent Infiltrated 100 Show StormTech Open Table J Initial Volume 13 TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT FILTERRA ENHANCED TREATMENT & OIL CONTROL Project Name: TACO BELL-ARLINGTON Project Number: '24007 DRAINAGE CRITERIA: CITY OF ARLINGTON Step 11 Criteria The proposed Taco Bell restaurant will require both Enhanced Treatment and Oil Control. Filterra Vaults are proposed to meet this requirement prior to discharge to the onsite retention system. Filterra filter vaults are proposed for water quality treatment. Filterra has Ecology GULD approval for Enhance Trmt and Oil Control Max Design Treatment Rate (Enhanced)= 175 in/hr=0.0041 fps Max Design Treatment Rate (Oil Control)=50 in/hr=0.0012 fps USE OIL Rate Facility min. area =water quality flowrate (cfs)/Treatment rate (fps) Step 2) Developed onsite characteristics: BASIN#3WQ Apervious = 3501 sf= 0.08 ac Aimpervious = 7238 sf= 0.17 ac Atotal = 10739 sf= 0.25 ac Water Quality Flowrate (Offline)= 0.0179 cfs Max Design Treatment Rate = 0.0012 fps Min. Required Facility Area = 14.9 sf Proposed Facility Dimensions = 4'x4' with Internal Bypass BASIN#4WQ Apervious = 3425 sf= 0.08 ac Aimpervious = 7707 sf= 0.18 ac Atotal = 11132 sf= 0.26 ac Water Quality Flowrate (Offline)= 0.019 cfs Max Design Treatment Rate = 0.0012 fps Min. Required Facility Area = 15.8 sf Proposed Facility Dimensions = 4'x4' with Internal Bypass 14 TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT SECTION 6 - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN An Erosion Control Plan and Construction Stormwater Pollution Prevention Plan will be provided with our formal construction permit submittal. SECTION 7 - SPECIAL REPORTS & STUDIES Geotechnical report provided within Appendix B. SECTION 8 - OTHER PERMITS A Department of Ecology Construction Stormwater Permit will not be applied for since our site our site disturbance will not exceed one (1) acre. SECTION 9 - OPERATION MAINTENANCE MANUAL, SOURCE CONTROL A Stormwater Operation Maintenance Manual and site Source Control measures will be provided with our formal construction permit submittal. SECTION 10 - BOND QUANTITIES WORKSHEET A Bond Quantities Worksheet will be submitted with the sitework permit submittal. 15 TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT APPENDIX A — OPERATION & MAINTENANCE PLAN (to be provided with formal construction permit submittal) TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT APPENDIX B - GEOTECHNICAL REPORT CERTERRA Materially Better TM GEOTEST Geotechnical EngineeringReport Arlington Taco Bell 77XX 204 th Street N E Arlington , Washington Parcel No. 00847300000200 Client Name: Pacific Bells, LLC Project Name: Granite Falls Taco Bell Project Number: 00-252170-0 Date: September 30, 2025 l• CERTERRA Materially BetterT"" f GEOTEST September 30, 2025 Project No. 10-252170-0 Pacific Bells, LLC 111 West 39m Street Vancouver, Washington 98660 c/o: Albert Palacios Anchor Point Management Group Regarding: Geotechnical Engineering Report Arlington Taco Bell 77XX 204th Street NE Arlington, Washington Parcel No. 00847300000200 Dear Albert: As requested, Certerra Northwest LLC (formerly GeoTest Services, Inc.) is pleased to submit the following report summarizing the results of our geotechnical evaluation for the proposed Taco Bell located at 77XX 20411 Street NE (Parcel No. 00847300000200) in Arlington, Washington (see Vicinity Map, Figure 1). This report has been prepared in general accordance with the terms and conditions established in our services agreement dated August 2711,2025 and authorized by yourself. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. Should you have any further questions regarding the information contained within the report, or if we may be of service in other regards, please contact the undersigned. Respectfully, �00 A C Certerra �,� .� ;'"!5ti, �9 C" 7 o 7 y � oq-3o- o�S NFL F 01'r rf. Jeff Vanfossen Edwardo Garcia, P.E. Geotechnical Technician Geotechnical Department Manager Enclosure: Geotechnical Engineering Report certerra.com 20527 6711 Avenue NE,Arlington,WA 98223 T.360.435.1141 CERTERRA GEOTEST TABLE OF CONTENTS Purpose and Scope of Services.....................................................................................................................................1 ProjectDescription..........................................................................................................................................................1 SiteConditions ................................................................................................................................................................1 SurfaceConditions......................................................................................................................................................................2 SubsurfaceSoil Conditions........................................................................................................................................................2 GeneralGeologic Conditions.....................................................................................................................................................2 Groundwater.................................................................................................................................................................................3 WebSoil Survey..........................................................................................................................................................................4 GeologicHazards............................................................................................................................................................4 Seismic and Liquefaction Hazards............................................................................................................................................4 Conclusions and Recommendations .............................................................................................................................5 SitePreparation and Earthwork.................................................................................................................................................6 Filland Compaction.....................................................................................................................................................................6 Reuseof On-Site Soil — Existing Fill .....................................................................................................................................6 Reuseof On-Site Soil — Native Soil......................................................................................................................................7 ImportStructural Fill...............................................................................................................................................................7 Backfilland Compaction........................................................................................................................................................7 WetWeather Earthwork..............................................................................................................................................................7 SeismicDesign Considerations.................................................................................................................................................8 FoundationSupport.....................................................................................................................................................................8 Limited Overexcavation and Replacement..........................................................................................................................8 AllowableBearing Capacity...................................................................................................................................................8 FoundationSettlement...........................................................................................................................................................9 FloorSupport...............................................................................................................................................................................9 Foundationand Site Drainage...................................................................................................................................................9 Resistanceto Lateral Loads.....................................................................................................................................................10 Temporaryand Permanent Slopes.........................................................................................................................................10 Utilities.........................................................................................................................................................................................11 Pavement Subgrade Preparation............................................................................................................................................11 Light-Duty Flexible Pavement.............................................................................................................................................11 Heavy-Duty Flexible Pavement...........................................................................................................................................12 ConcretePavement..............................................................................................................................................................12 Stormwater Infiltration Potential ..............................................................................................................................................12 StormwaterTreatment.........................................................................................................................................................12 Geotechnical Consultation and Construction Monitoring ....................................................................................................13 Useof This Report.........................................................................................................................................................13 References.....................................................................................................................................................................14 certerra.com 20527 67'Avenue NE,Arlington,WA 98223 T.360.435.1141 f CERTERRA f GEOTEST Purpose and Scope of Services The purpose of this evaluation is to establish general subsurface conditions beneath the site from which conclusions and recommendations pertaining to project design can be formulated. Our scope of services includes the following tasks: • Exploration of soil and groundwater conditions underlying the site by advancing five Test Pit Explorations (TP-1 through TP-5)with a subcontracted tracked excavator to evaluate subsurface conditions. • Perform a visual reconnaissance of the proposed development site and immediate vicinity to observe existing site topographic and geologic conditions. • Laboratory testing on representative samples to classify and evaluate the engineering characteristics of the soils encountered. • Provide a preliminary assessment of the on-site infiltration capability based on USDA textural classification and the Stormwater Management Manual for Western Washington[Manual]. • Provide a written report containing a description of surface and subsurface conditions and exploration logs. Included are findings and recommendations pertaining to site preparation and earthwork, including stripping depths, subgrade preparation below the planned buildings, reuse of on-site soils, wet weather earthwork, and criteria for selection, placement, and compaction of Structural Fill. • Provide recommendations for foundation support of the planned structures including allowable bearing pressures, bearing elevations, frost penetration depth, a discussion of potential foundation settlement (total and differential), floor support, and general foundation design. • Provide recommendations for lateral earth pressures including active and at-rest conditions, allowable passive soil resistance, groundwater considerations, drainage recommendations, temporary and permanent slope inclinations, and utilities. • A discussion of the Seismic Site Class considerations based on the 2021 International Building Code (IBC). • Provide an assessment of geologically hazardous areas per the City of Arlington Municipal Code (AMC), Chapter 20.93.600, Geologically Hazardous Areas. • Provide recommendations for geotechnical monitoring, materials testing, and consultation during construction. Project Description We understand that there are plans to construct a new one-story Taco Bell restaurant with a drive-through and typical parking/drive paths. Certerra anticipates that the new construction will utilize typical wood-framed construction with slab- on-grade floors. Structural loads have not been provided to us but are expected to be relatively light and will utilize shallow conventional foundations. Certerra does not expect that significant grading will be required to achieve final site grades. A stormwater plan was not available at the time of this report. The infiltration of stormwater is expected as a project goal and preliminary infiltration feasibility information is outlined later in this report. Site Conditions This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 1 f CERTERRA f GEOTEST Surface Conditions The project consists of one parcel (No. 00847300000200), 0.63-acres in size, just east of 7715 2041h Street NE Street in Arlington, Washington. The project area is currently vacant and consists of a grassy field with occasional invasive weeds. The subject parcel is generally flat with less than a few feet of topographic relief across the site. Similarly sized commercial developments are to the east and west of the project area, while a large residential apartment complex is present to the north and smaller single-family residences exist to the south. 21 Lai L. k Images 1 (left)and 2(right): Surface conditions in the northern portion of the subject parcel and excavator used for Test Pit excavations (Image 1 —facing north)and surface conditions in the southern portion of the subject parcel (Image 2—facing southeast). Photos 1 and 2 were taken during our initial site visit on September 101h,2025. Subsurface Soil Conditions Subsurface conditions were explored by advancing five test pits (TP-1 through TP-5) with a subcontracted excavator and operator on September 10th, 2025. The explorations were advanced to depths of between 10 and 12 feet below ground surface (BGS). Approximate locations of these explorations have been plotted on the Site and Exploration Plan (Figure 2). The on-site subsurface soils consisted of approximately 0.25 to 1 foot of Topsoil, which was comprised of loose, brown, moist, gravelly, very silty sand with numerous organics. Underlying the topsoil at all locations, Certerra observed Uncontrolled Fill to depths between approximately 3 and 5.25 feet BGS. The Uncontrolled Fill consisted of loose to medium dense, light brown to brown, dry to damp, gravelly, very silty sand with orange mottling and occasional organics. In TP-2, between 2.25 feet and 5.25 feet BGS, the Uncontrolled Fill consisted of dense, brown, moist, sandy gravels with trace cobbles. Beneath the Uncontrolled Fill in all exploration locations, the soils consisted of loose/stiff, brown to dark brown, damp, silty sands/sandy silts with orange mottling. Certerra interpreted these soils as Weathered Marysville Sand. Unweathered Marysville Sand was encountered between depths of approximately 5 feet and 7 feet BGS and extended to the termination depth of each exploration.The native Marysville Sand were comprised of medium dense/stiff, brown to blue- gray, moist, very silty sand with interbeds of silt and occasional orange mottling. General Geologic Conditions Geologic information for the project site was obtained from the Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington (Minard, 1985), published by the United States Geological Survey. This map indicates that the project site is underlain by Vashon Drift Recessional Outwash consisting of the Marysville Sand Member(map unit Qvrm). The Marysville Sand Member consists of mostly well-drained, outwash sand with minor amounts of gravel. The older Arlington Gravel Member(map unit Qvra) of the Vashon Drift Recessional Outwash is also mapped northeast of the project site, underlying the Marysville Sand. Deposits of the Arlington Gravel consist of mostly well-drained and stratified sand and gravel deposits. Sediments of both soil types were deposited as valley fill by meltwater flowing south from the stagnating and receding Vashon Glacier during the Pleistocene Epoch. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 2 f CERTERRA f GEOTEST ��`IV � A�.' Y ��I I a )XJ S` '^�, •L ti�A,. s �� 'VA �i [ '� /,',may, 5'1. :.. Ir 'fib i 't �t�'l j eal'` w`�`'�. A�`�,I• + y >� ';,�`.?; l � _' _.it+l�� '.�. 4 a,4V Air, •,te e - ti Image 3(left)and Image 4(right): Subsurface conditions observed in TP-1 (left)and TP-3 (right) illustrating the Uncontrolled Fill observed in the shallow subsurface soil conditions. Images 3 and 4 were taken on the September 101h,2025 site visit. Our onsite explorations indicate that the encountered subsurface soil conditions are generally in accordance with the mapped deposits. It should be noted that the published soil types are representative of regional conditions and some variation between onsite soils and mapped geologic units should generally be anticipated. The native soils encountered in our explorations are consistent with soils that we have encountered on nearby projects. For the purposes of this report, Certerra has referred to the native soils as Marysville Sand. According to the Geologic Information Portal and Dragovich et al. (2003) illustrate that the Darrington-Devils Mountain Fault Zone and smaller Mt. Washington Fault Zone are mapped to the north of the project site approximately 10.5 miles and 7.5 miles, respectively. The Darrington-Devils Mountain Fault Zone is described as a broad, northwest-trending right-lateral to oblique-slip fault zone and the Mt. Washington Fault Zone is described as right-lateral strike-slip antithetic faults.According to the same resource, there are not mapped landslides or alluvial fans near the project site. Groundwater Groundwater associated with the regional groundwater table was not encountered during our explorations. However, perched water conditions were encountered in our exploration locations at depths of 11 and 12 feet BGS.The perched water was observed within the native Marysville Sand soils. We expect perched groundwater conditions to develop at the project site during the wet season and/or following periods of extended precipitation. Perched water conditions occur above the regional groundwater table in the unsaturated zone and typically occur when loose, more permeable soil is underlain by denser, less permeable soil.The vertical movement of water through loose soils is restricted once a dense or less permeable soil is encountered at depth. Perched water conditions typically develop in the wet season (November through April) or after extended periods of rainfall. The groundwater conditions reported on the exploration logs are for the specific locations and dates indicated and therefore may not be indicative of other locations and/or times. Groundwater levels are variable and groundwater conditions will fluctuate depending on local subsurface conditions, precipitation, and changes in on-site and offsite use. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 3 f CERTERRA f GEOTEST Based on a review of publicly available well log data from the Washington Department Ecology Well Log Viewer,the regional water table in the vicinity of the project area appears to be at depths of generally 20 and 30 feet BGS in the vicinity of the site. Web Soil Survey According to the United States Department of Agriculture(USDA) Natural Resource Conservation Service(NRCS) Web Soil Survey website, one relevant soil unit is present on the subject property. Please refer to Table 1 below for general characteristics of the mapped site soils. Based on their erosion "K" factor assigned by the NRCS, the soils present on-site are considered to have a moderate susceptibility to erosion with a value of 0.28. The value of the erosion factor"K" ranges from 0.02 to 0.69; the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Mapped site soils are generally consistent with the soils observed during our explorations. However, the soil's vulnerability to sheet and rill erosion are considered low based on the gentle slope inclination that is present within the proposed area of development. In our opinion, erosion may be managed during and following construction using conventional best management practices. SymbolTable I - USDA NRCS Soil Classifications Map Unit Map Unit Name Norma loam Soil Description Ashy loam to sandy loam Landform Drainageways, depressions Parent Material Alluvium Land Capability 5w Classification Erosion K Factor, 0.28 Whole Soil Geologic Hazards As the subject property is located within the City of Arlington, Certerra reviewed Chapter 20.93 Part V (Geologically Hazardous Areas) of the Arlington Municipal Code (AMC). Since the subject property is relatively flat with minor elevation gradients, it is Certerra's opinion that the subject property does not contain hazards pertaining to erosion or landslides (i.e., not an Erosion Hazard or Steep Slope Hazard). However, the subject property is mapped as having a low to moderate susceptibility to liquefaction. This is addressed in the next section. Seismic and Liquefaction Hazards Based on a review of information obtained from the Washington State Department of Natural Resources Geologic Information Portal, the subject site is classified as having a low to moderate liquefaction susceptibility. However, this map only provides an estimate of the likelihood that the soil will liquefy as a result of an earthquake and is meant as a general guide to delineate areas prone to liquefaction. Liquefaction is defined as a significant rise in porewater pressure within a soil mass caused by earthquake-induced cyclic shaking. The shear strength of liquefiable soils is reduced during large and/or long duration earthquakes as the soil consistency approaches that of semi-solid slurry. Liquefaction can result in significant and widespread structural damage if not properly mitigated. Deposits of loose, granular soil below the groundwater table are most susceptible to liquefaction. Damage caused by foundation rotation, lateral spreading, and other ground movements can result from soil liquefaction. The site is underlain by native, medium-dense, very gravelly, sandy soils. Certerra did not encounter the regional groundwater table during our explorations, and a review of local well log data suggests that it is more than 20 feet BGS in the vicinity of the site. Due to these factors, it is Certerra's opinion that the potential for liquefaction underlying the subject property is low. Thus, it is our opinion that the site does not require mitigations to address liquefaction concerns. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 4 f CERTERRA f GEOTEST s:. 9 6, Aril, ,on Junction Ground Response - Liquefaction Susceptibility --- High Ar 4. n Moderate to high :` d Moderate Low to moderate Low Very law to low Very low Bedrock Project Location Peat Ice Water Image 5. Map showing liquefaction hazard susceptibility.Yellow depicts"low to moderate"susceptibility in the vicinity of the subject property. (Source:Washington Geologic Information Portal.) Based on our findings, we generally agree with the mapped designation. Please keep in mind that the Pacific Northwest region is seismically active. In addition to the nearby faults discussed above, large Cascadia subduction zone earthquakes with possible magnitudes of 8 or 9 could produce ground shaking events with the potential to significantly impact the subject property regardless of the topography or subsurface conditions. Cascadia subduction zone earthquakes have occurred 6 times in the last 3,500 years with the most recent taking place in 1700, approximately 325 years ago. They have been determined to have an average recurrence interval of approximately 300 to 700 years (Atwater and Haley, 1997). Conclusions and Recommendations Based on the evaluation of the data collected during this investigation, it is our opinion that the subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. As previously mentioned,the site is generally flat and is underlain by loose Uncontrolled Fill soils, medium dense Marysville Sand with variable amounts of gravel and silty interbeds. The fill soils extended between 3 and 5.25 feet BGS in the explorations within the vicinity of the proposed building locations. Firm and unyielding Marysville Sand soils are, in our opinion, suitable for foundation support. If encountered, existing fill, deleterious materials, organics, and loose/unsuitable portions of native soil (if remedial compaction is infeasible) should be removed from areas below foundations to expose suitable undisturbed Marysville Sand. Alternatively, foundations may be supported by Structural Fill over suitably prepared native soils. Due to the depths of Uncontrolled Fill encountered at the project site, full removal of these soils underlying floor slabs and pavement areas may not be financially favorable. As such, Certerra is providing a limited overexcavation and replacement option detailed below. It should be noted that the Owner must accept that an increased risk of differential settlement, pavement distress, and other forms of settlement induced damage may occur from the soils underlying these areas. This report provides preliminary findings to be used for conceptual design purposes by the Stormwater Designer. Based on the conditions encountered during our subsurface investigation, we expect that stormwater infiltration is feasible, but may certerra.com 20527 67"Avenue NE,Arlington,WA 98223 5 f CERTERRA f GEOTEST require subsequent investigation, monitoring, and/or additional explorations to fully develop stormwater management concepts. Site Preparation and Earthwork The portions of the site proposed for foundation(s),floor slabs, pavement, and/or sidewalk development should be prepared by removing existing pavements, topsoil, deleterious material, and significant accumulations of organics. Based on our explorations, Certerra anticipates between 3 and 5.25 feet of removal at most locations for foundation areas to expose native Marysville Sand soils. Finished site grades have not been established, so it is currently unknown if the project will be graded or what finished building elevations will be. Certerra recommends that Uncontrolled Fill be removed from all foundation areas. Prior to placement of any foundation elements or Structural Fill, the exposed subgrade under all areas to be occupied by soil-supported foundations should be observed to confirm suitability. If found unsuitable, the subgrade soils should be recompacted to a firm and unyielding condition. Verification of compaction can be accomplished through proof rolling with a loaded dump truck, large self- propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify loose or soft soil deposits so that, if feasible, the soil distributed during site work can be recompacted. Then foundation areas may receive Structural Fill backfilled and compacted as outlined in the Fill and Compaction section of this report. It is Certerra's opinion that the option with the least amount of risk for post-construction settlement is to remove existing fill from the building footprint area. Alternatively, the Owner may elect to overexcavate at least 2 feet below the planned foundation and floor slab areas, then backfill and compact Structural Fill as outlined in the Fill and Compaction section of this report. Prior to placement and compaction of Structural Fill,the Uncontrolled Fill soils exposed below the overexcavated area should be compacted to firm and unyielding conditions. If these soils are unable to be compacted to a firm and unyielding condition, then a geotextile fabric should be used to bridge the soils between the Uncontrolled Fill and new Structural Fill. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Alternatively, Dynamic Cone Penetrometers or soil probing by a qualified Certerra representative can confirm firm and unyielding conditions if a proof roll cannot be performed. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for Structural Fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural Fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In most cases, suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris is not suitable for reuse as Structural Fill and should be properly disposed offsite or placed in non-structural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Reuse of On-Site Soil—Existing Fill Existing fill soils were observed to extend between 3 and 5.25 feet BGS in our explorations. The existing fill soils contained indications of refuse and/or organic debris. Fill containing refuse, debris, or organics should be segregated and removed from the site. It should be noted that the existing fill also contained elevated fines content and are considered moisture sensitive. Silty soil should only be reused if it can be placed at or near optimum moisture contents. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 6 f CERTERRA f GEOTEST Reuse of On-Site Soil—Native Soil It is our opinion that the native Marysville Sand is suitable for reuse as Structural Fill when placed at or near optimum moisture contents and if allowed for in the project plans and specifications. It should be noted that the native soils contained restrictive layers with elevated fines contents and are considered moisture sensitive. Based on our experience, it will be difficult to achieve industry standard levels of compaction when using these soils during wet weather, wet site conditions, or when encountering shallow perched water. As such, we recommend that these soils only be utilized as Structural Fill during extended periods of dry weather and site conditions. We recommend that any native soils reused under structural elements be free of significant organic content and/or other deleterious material. We recommend that any Uncontrolled Fill soils containing deleterious material and native soils not properly moisture conditioned, and/or any onsite soil containing significant organic content be limited to non-structural areas or be disposed of offsite. Import Structural Fill Certerra recommends that imported Structural Fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run)with at least 30 percent retained on the No.4 sieve, or a well-graded crushed rock. Structural Fill for dry weather construction may contain up to 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. The use of an imported fill having more than 10 percent fines may be feasible, but the use of these soils should generally be reviewed by the design team prior to the start of construction. Imported Structural Fill with less than 5 percent fines should be used during wet weather conditions. Due to wet site conditions, soil moisture contents could be high enough that it may be difficult to compact even clean imported select granular fill to a firm and unyielding condition. Soils with an over-optimum moisture content should be scarified and dried back to a suitable moisture content during periods of dry weather or removed and replaced with drier Structural Fill. Backfill and Compaction Structural Fill should be placed in horizontal lifts. The Structural Fill must measure 8 to 10 inches in loose thickness and be thoroughly compacted. All Structural Fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density,as determined using test method ASTM D1557.The top of the compacted Structural Fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork Fine grained Uncontrolled Fill and native soils are particularly susceptible to degradation during wet weather due to the high percentage of fines. As a result, it may be difficult to control the moisture content of site soils during the wet season. If construction takes place during wet weather, Certerra recommends that Structural Fill consist of imported, clean, well- graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet conditions, the Contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel `working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades certerra.com 20527 67"Avenue NE,Arlington,WA 98223 7 f CERTERRA f GEOTEST Seismic Design Considerations The Pacific Northwest is seismically active, and the site could be subject to movement from a moderate or major earthquake. Consequently, moderate levels of seismic shaking should be accounted for during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2021 International Building Code, the Marysville Sand underlying the site is classified as Site Class D according to ASCE 7-22. The Structural Engineer should select the appropriate design response spectrum based on Site Class D soil and the geographical location of the proposed construction. Foundation Support Continuous or isolated spread footings founded on proof-rolled, undisturbed, medium dense native soils or on properly compacted Structural Fill placed directly over undisturbed native soil can provide foundation support for the proposed improvements. We recommend that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of Structural Fill or foundation formwork. To provide proper support, Certerra recommends that existing topsoil, existing fill, and/or loose/soft upper portions of the native soil be removed from beneath the building foundation area(s) or be replaced with properly compacted Structural Fill as described in the Fill and Compaction section of this report. Localized overexcavation, if necessary, can be backfilled to the design footing elevation with lean concrete, or foundations may be extended to bear on undisturbed native soil. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation need only extend a nominal distance beyond the width of the footing. In addition, Certerra recommends that foundation elements for the proposed structure(s) bear entirely on similar soil conditions to help prevent differential settlement from occurring. As previously mentioned, Uncontrolled Fill soils were encountered below the anticipated building footrprint and complete removal may be cost prohibitive. Continuous and isolated spread footings should be founded 18 inches, minimum, below the lowest adjacent final grade for freeze/thaw protection.The footings should be sized in accordance with the Structural Engineer's prescribed design criteria and seismic considerations. Limited Overexcavation and Replacement Uncontrolled Fill soils exist on the property.These soils were encountered within our explorations, extending between 3 and 5.25 feet BGS.The depth of this fill, however, could vary across the site. If left in place and not mitigated,the existing fill soils will increase the risk of post-construction settlements. In lieu of removing the entirety of the uncontrolled native fill soils below the footprint of the building, Certerra recommends removal of at least 24 inches of the existing fill below the bottom-of-foundation elevation and floor slab areas.After removal, the exposed subgrades should be compacted to a firm and unyielding condition with a vibratory Ho-Pac compactor, drum roller, or similar high-energy compaction equipment. After compacting the exposed soils to a firm and unyielding condition, improved areas should be backfilled to foundation grades with properly placed and compacted Structural Fill. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on firm and unyielding native soils, on compacted Structural Fill placed directly over firm and unyielding native soils, or on a prism of Structural Fill overlying remedially densified, firm and unyielding soil may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The"net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level.This pressure includes all dead loads, live loads, the weight of the footing, and any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 8 f CERTERRA f GEOTEST Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. If construction is accomplished as recommended and at the maximum allowable soil bearing pressure, Certerra estimates the total settlement of building foundations to be less than one inch under static conditions. Differential settlement between two adjacent load-bearing components supported on competent soil is estimated to be less than one half the total settlement. Floor Support Conventional slab-on-grade floor construction is feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade, on properly placed and compacted Structural Fill placed over prepared native soil, or on a prism of 2 feet of Structural Fill overlying suitably firm soil. Prior to placement of the Structural Fill, the underlying soil should be proof-rolled as recommended in the Site Preparation and Earthwork section of this report. Certerra recommends that interior concrete slab-on-grade floors be underlain with at least 6 inches of clean, compacted, free-draining gravel.The gravel should contain less than 3 percent passing the U.S. Standard No. 200 sieve(based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this gravel layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on the vapor barrier or on a granular curing layer placed over the vapor barrier depending on construction conditions. Certerra recommends that the Architect or Structural Engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend a representative of Certerra observe the vapor barrier to confirm that joints and penetrations have been properly sealed. A Subgrade Modulus (k) of 200 pounds per cubic inch (pci) is recommended for use in the design of concrete slab elements placed on suitably compacted near-surface soils and Structural Fill. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native soil or on properly placed and compacted Structural Fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Foundation and Site Drainage Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. Pavement and sidewalk areas, if present, should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall,and runoff can be collected and pumped to a suitable discharge facility. To reduce the potential for groundwater and surface water to seep into interior spaces, Certerra recommends that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Conceptual Footing and Wall Drain Section (Figure 3)of this report.The drain should consist of a perforated pipe measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of filtering media. The pipe should be sloped to carry water to an approved collection system. The filtering media may consist of open-graded drain rock wrapped in a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximately 1 foot of the finished grade and consist of open-graded drain rock containing less than 3 percent fines by weight passing the U.S.Standard No.200 sieve(based on a wet sieve analysis of that portion passing certerra.com 20527 67"Avenue NE,Arlington,WA 98223 9 f CERTERRA f GEOTEST the U.S. Standard No. 4 sieve). The invert of the footing drainpipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained.This process prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. Please understand that the above recommendations are intended to assist the Design engineer and/or Architect in development of foundation and site drainage parameters and are based on our experience with similar projects in the area. The final foundation and site drainage plan that will be incorporated into the project plans is to be determined by the design team. Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads,and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. Certerra recommends that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic ft (pcf), for Structural Fill and native soils in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf, for Structural Fill and native soils in at-rest conditions. The design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. Certerra also recommends that a seismic surcharge of 8*H psf be included where H is the wall height. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade,will resist lateral loads transmitted from the structure to its foundation. For design purposes,the passive resistance of well-compacted fill placed against the sides of foundations is equivalent to a fluid with a density of 250 pcf. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance,the passive resistance should not be considered. An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used between the underlying imported granular Structural Fill and the base of the footing. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. Certerra does not recommend increasing the coefficient of friction to resist seismic or wind loads. Temporary and Permanent Slopes The Contractor is responsible for construction slope configurations and maintaining safe working conditions, including temporary excavation stability. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected,the Contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. Temporary unsupported excavations in the Uncontrolled Fill and Marysville Sand soils certerra.com 20527 67"Avenue NE,Arlington,WA 98223 10 f CERTERRA f GEOTEST encountered at the project site are classified as a Type C soil according to WAC 296-155-66401 and may be sloped as steep as 1.5:1 (Horizontal: Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. Certerra recommends that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds,or earth slopes intended to hold water should be 3H:1 V or flatter.All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities Utility trenches must be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. Excavations for new shallow underground utilities are expected to be placed within Uncontrolled Fill or native soils. Trench backfill in improved areas(beneath structures, pavements,sidewalks,etc.)should consist of Structural Fill as defined in the Fill and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused material provided the backfill can be compacted to the project specifications. Trench backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The Contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activity and traffic may cause caving of the trench walls. The Contractor is responsible for trench configurations. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the Contractor during excavation for any evidence of instability. If instability is detected, the Contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channelling, and running. Trench widths may be substantially wider than under dewatered conditions. Pavement Subgrade Preparation Selection of a pavement section is typically a choice relative to a higher initial cost and lower long-term maintenance, or a lower initial cost with more frequent maintenance. For this reason, we recommend that the Owner participates in the selection of the proposed pavement sections planned for the site. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas, so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. The proposed pavement areas should be prepared as indicated in the Site Preparation and Earthwork section of this report. If existing fill is exposed after initial site stripping and it cannot be remedially compacted to the requirements for Structural Fill, limited overexcavation and replacement with Structural Fill should occur. We provide further detail for removal depths of unsuitable soil and subgrade preparation recommendations in the Foundation Support and Slab on Grade support sections of this report. Light-Duty Flexible Pavement Certerra anticipates that asphalt pavement will be used for new passenger vehicle access drives and parking areas. We recommend that a standard, or`light duty,' pavement section consist of 2.5 inches of /z-inch HMA asphalt above 6 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3] Crushed Surfacing Base Course. Certerra is available to further consult, review, and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner.The above pavement sections are initial recommendations and may be accepted and/or modified by the site Civil Engineer based on the actual finished site grading elevations and/or the owner's preferences. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 11 f CERTERRA f GEOTEST Heavy-Duty Flexible Pavement The drive-thru lane and/or areas that will be accessed by more heavily loaded vehicles,emergency access vehicles,garbage trucks, and similar vehicles will require a thicker asphalt section and should be designed using a paving section consisting of 3 inches of Class 1/2-inch HMA asphalt surfacing above 6 inches of CSBC meeting criteria set forth in WSDOT Standard Specification 9-03.9[3]. Concrete Pavement Concrete pavements could be used for access and drive areas. Design of concrete pavements is a function of concrete strength, reinforcement steel, and the anticipated loading conditions for the roads. For design purposes, a vertical modulus of subgrade reaction of 200 pounds per cubic inch(pci)should be expected for concrete roadways constructed over properly placed and compacted Structural Fill. Certerra expects that concrete pavement sections, if utilized, will be at least 6 inches thick and be founded on a minimum of 6 inches of compacted CSBC. The design of concrete pavements will need to be performed by a Structural Engineer. Certerra recommends that subgrade soils supporting concrete pavement sections include minor grade changes to allow for passive drainage away from the pavement. Certerra is available to further consult, review, and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/Owner.The above pavement sections are initial recommendations and may be accepted and/or modified by the site Civil Engineer based on the actual finished site grading elevations and/or the Owner's preferences. Stormwater Infiltration Potential Based on the presence of predominantly granular materials at depth, it is our opinion that the on-site infiltration of stormwater is feasible for this project site. Please note that there are thin silt interbeds that exist between 4 and 8 feet below existing site grades. These silt interbeds are expected to have negative effects on infiltration. As such, Certerra recommends that the bottom of facilities be extended through existing fill soils and silt interbeds, and be founded in the granular Marysville Sand that exists at depths of about 8 feet below existing site grades. If desired, shallower facilities may be constructed as long as excavated "slot trenches" are extended from the bottom of the facility and through the silt lenses that exist between 4 and 8 feet below existing site grades. Slot trenches, if utilized, should be backfilled with C33 Sand, or similar high-permeability, predominately granular materials that will hydraulically connect the infiltration facility to the receptor soils at depth. Provided that infiltration facilities are extended to predominantly granular soil at approximately 8 feet below existing site grades, a preliminary, corrected infiltration rate of 0.5 inches per hour may be assumed for the design of these facilities. Please note that this rate is representative of siltier soils in the unit with a correction factor. Laboratory analysis of collected soil samples indicates some areas with clean sands and gravels are expected to have infiltration rates greater than 0.5 inches per hour. The location and depths of proposed infiltration facilities are currently unknown. As such, designing a facility to a higher infiltration rate at an unknown location and with an unknown facility depth presents moderate amounts of risk to the Owner. If desired, a field performance test (Pilot Infiltration Testing) can be performed for an additional fee and upon the completion of Civil Design services. It will be logistically challenging to perform a Pilot Infiltration Test at approximately 8 feet below existing site grades, but such a test can be performed if it becomes necessary and if a faster infiltration rate is needed for the design. At the time of this report, a specific infiltration facility design is not available. As such, it should be expected that multiple iterations may be needed to initially size facilities and then determine the necessity of reductions to the presented infiltration rate to account for groundwater mounding. Stormwater Treatment The stormwater facilities on-site may require some form of pollutant pretreatment with an amended soil prior to on-site infiltration or offsite discharge. The reuse of on-site topsoil is often the most sustainable and cost-effective method for pollutant treatment purposes. Cation exchange capacities,organic contents,and pH of site subsurface soils were also tested to determine possible pollutant treatment suitability. Cation exchange capacity, organic content, and pH tests were performed by Northwest Agricultural Consultants on three soil samples collected from the project site. A summary of the laboratory test results is presented in Table 2 below. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 12 f CERTERRA f GEOTEST Cation Exchange Capacity, TABLE 2 Organic Test Pit C Depth apacity Content pH ID (ft) J=LqJJ iigrams) TP-1 0.25 Topsoil 16.9 6.69 5.8 TP-2 0.25 Topsoil 28.9 12.04 5.5 TP-3 5.0 Marysville Sand 16.3 3.48 6.2 Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of the Manual. Soils with an organic content of greater than or equal to 1 percent and a cation exchange capacity of greater than or equal to 5 meq/100 grams are characterized as suitable for stormwater treatment. Based on the results shown in Table 2, topsoil is suitable for stormwater treatment. However, reduced rates of infiltration should be anticipated in the Marysville Sand soils due to these soils'elevated silt contents. On-site soils can be amended by mixing higher silt content soils or adding mulch (or other admixtures)to elevate the cation exchange capacity and organic contents. On-site amended soil requires additional testing to confirm compliance with ecological regulations. Certerra is available to perform additional laboratory testing as part of an expanded scope of services if the soil is to be amended. Alternatively, the owner may elect to import amended soils with the desired properties for planned treatment facilities. Geotechnical Consultation and Construction Monitoring Certerra recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report are understood and incorporated in the design and specifications. We also recommend that geotechnical construction monitoring services be provided. These services should include observation by Certerra personnel during Structural Fill placement, compaction activities and subgrade preparation operations to confirm that design subgrade conditions are obtained beneath the areas of improvement. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, Certerra Services would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. Certerra is available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry,wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. Use of This Report Certerra Services has prepared this report for the exclusive use of Pacific Bells, LLC and their design consultants for specific application to the design of the proposed development located on Parcel No. 00847300000200 in Arlington, Washington. Use of this report by others is at the user's sole risk. This report is not applicable to other site locations. Our services are conducted in accordance with accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth and time of our explorations, a geological reconnaissance of the area,and a review of previously published geological information for the site. If variations in subsurface conditions are encountered during construction that differ from those contained within this report, Certerra should be allowed to review the recommendations and, if necessary, make revisions. If there is a substantial lapse of time between certerra.com 20527 67"Avenue NE,Arlington,WA 98223 13 f CERTERRA f GEOTEST submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork Contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. Certerra Services, Inc. is not responsible for job site safety on this project, and this responsibility is specifically disclaimed. Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Soil Classification System and Key Figure 5—7 Test Pit Exploration Logs Figure 8—9 Grain Size Test Data Attachment NW Agricultural Consultants Test Results Attachment Report Limitations and Guidelines for its Use (4 Pages) References American Society of Civil Engineers,(2017). Minimum design loads and associated criteria for buildings and other structures: ASCE/SEI 7-16. Reston,Virginia: American Society of Civil Engineers. American Society for Testing and Materials (ASTM). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). ASTM D2487— 17el. American Society for Testing and Materials (ASTM). Standard Practice for Description and Identification of Soils (Visual- Manual Procedures).ASTM D2488— 17el. American Society for Testing and Materials(ASTM). (2017).ASTM D6938, Standard Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods. American Society for Testing and Materials (ASTM). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort. ASTM D1557— 12el. Arlington (WA) Municipal Code—Chapter 20.93 Part V(Geologically Hazardous Areas), June 4, 2025. Retrieved September 2025. Atwater, B.F., and Haley, E. H., (1997) Recurrence Intervals for Great Earthquakes of the Past 3,500 Years at Northeastern Willapa Bay, Washington. USGS Survey Professional Paper 1576. Gariepy, D., Graul, C. Heye, A., Howie, D., Labib, F. & Song, K. (n.d.) 2019. Stormwater Management Manual for Western Washington (2019 SMMWW) (pp. 1-1108) (United States, Washington Department of Ecology). International Building Code (IBC), 2021. International Code Council. Snohomish County Planning and Development Services. PDS Map Portal. (n.d.) Retrieved from https://gismaps.snoco.org/Htm15Viewer/index.htmI?viewer=pdsmapportal in September 2025. Minard. J.P., 1985, Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington: U.S. Geological Survey MF-1740, scale 1:24,000. USDA Web Soil Survey. (August 31, 2021). Retrieved September 2025, from https.Ilwebsoilsurvey.sc.egov.usda.govIAppIWebSoilSurvey aspx. certerra.com 20527 67"Avenue NE,Arlington,WA 98223 14 f CERTERRA f GEOTEST Washington Administrative Code (WAC). (2020). WAC 296-155-6640, Retrieved September 2025, from https://app.leg.wa.gov/wac/default.aspx?cite=296-155-66403. Washington State Department of Natural Resources - Online Web Services. Washington Geologic Information Portal. Retrieved in September 2025. certerra.com 20527 6711 Avenue NE,Arlington,WA 98223 15 544 Map Referenced from Google Terrain using QGIS 3.34.5-Prizren Fern-dale 539r ,�yMt Shuksan, s Deming �, saz ,i Q r Marietta-Alderwood Mt Baker' _ Bellingham 1- Sudden Valle / ""� «• �' _ Eastsound �` �• �!!� _�, r �`_is 1 Orcas Isfan'� ell jn Juan Bowi'sl and Concrete 1��Hamilton--' Marblemour!- Anacortes "Sedro-Woolley - `r�`-1. 2° Lopez Island , \�h ti'- Rockport j - Burlington Fidalgo Island I , Mt Vernon �►• �a Conner PROJECT LOCATION ` Ar MarISICIr-d Oak Harbor - ,, 534 :'ram '_ _ _, I. Stanwood }' .,� Darrington y>� Coupeville Iingto Camano er ell s , 74 ' GI Port Townsend equ m '� Granite Falls '.1 V. Baker-Snoqualmi port Marysville i � National�Fore st I•adlock-Irondale ,5 Lake Stevens 1 0,A Whidbey r . Island Everett 9, ,; Monroe /. A,�+ ^-Index - I Edmonds 11Y I J Shorehne�,-Bothell „ 1 i Baring Banqcr Baser _1 �� ISkyko I I r Ii - rr. Redmond �" �.r_ Seabeck 520 Bainbridge - 1-4 I�°ar,d Seattle �• ry ,,. A 0 7.5 15 22.5 mi - 1 Date: 9-15-2025 By: JV Scale: As Shown Project VICINITY MAP 25-2170 CERTERRAARLINGTON TACO BELL Figure GEOTEST PARCEL No.00847300000200 ARLINGTON,WASHINGTON Ma Referenced from Goo le Terrain usin QGIS 3.34.5-Prizren P-1 P-5 ' 1 a w P-4 4 r TP-3 TP-2 w for —.or TP-# =Approximate Test Pit Location 0 10 20 30 ft VdV Date:9-15-2025 By: JV Scale: As Shown Project SITE AND EXPLORATION PLAN 25-2170 CERTERRA ARLINGTON TACO BELL Figure GEOTEST PARCEL No.00847300000200 ARLINGTON,WASHINGTON CONCEPTUAL FOOTINGS WITH INTERIOR SLAB-ON-GRADE ' ' < Typical Framing Compacted Low-Permeability Soil (12 inch minimum) Floor Slab or Pavement •,•,',' , , , , , , , , , , , , , , , , (2 inch minimum) . . . . . . . . . . . . . . . . . . . , , , , , , , , , , , , , , , , , Slope to drain away Vapor Barrier from structure. •.f:f:f:f:f:f:;:f:;:f:f:f:f. . f f.;: .;. _ — — ',',',' ti'ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• — r•r•r•r•r•r•1•r•r•r•r•r•r•r• 1•r•r•r•r•r•r•r•r•1•r•r•r•r•1 •+•+•�• ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti. .ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.ti•tilti.l Gravel Capillary Break minimum,typically clear crushed) Suitable Soil / +,+,+• . •,•,• •. •. Free Draining Sand + +' and Gravel Fill Approved Non-woven Geotextile Filter Fabric + + + + + + + + (18 inch minimum fabric lap) ' ' ' Suitable Soil Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Appropriate Waterproofing Applied to Exterior of Wall Four Inch Diameter,Perforated,Rigid PVC Pipe (Perforations oriented down directed to suitable discharge) Notes: Footings should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades). This figure is not intended to be representative of a design. This figure is intended to present concepts that can be incorporated into a functional foundation drain designed by a Civil Engineer. In all cases, refer to the Civil plan sheet for drain details and elevations. This footing drain detail may need to be modified from this conceptual drawing to fit the dimensions of the planned footing and slab configuration. Date:9-15-2025 By: JV Scale: None Project CONCEPTUAL FOOTING & WALL DRAIN SECTION 25-2170 CERTERRA ARLINGTON TACO BELL 1 GEOTEST PARCEL No.00847300000200 Figure ARLINGTON,WASHINGTON 3 Soil Classification System Uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONS(')(2) GRAVEL AND CLEAN GRAVEL o o o°o;o GW Well-graded gravel;gravel/sand mixture(s);little or no fines GRAVELLY SOIL (Little or no fines) o,6 o�?o GP Poorly graded gravel;gravel/sand mixture(s);little or no fines O 'N ° ° . m y .a (More than 50%of coarse fraction retained GRAVEL WITH FINES GM Silty gravel;gravel/sand/silt mixture(s) M a)W E o on No.4 sieve) (Appreciable amount of z o N fines) GC Clayey gravel;gravel/sand/clay mixture(s) o w SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines CO c;t SANDY SOIL (Little or no fines) QSP Poorly graded sand;gravelly sand;little or no fines O 2 (More than 50%of U_ m coarse fraction passed SAND WITH FINES SM Silty sand;sand/siltmixture(s) through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/clay mixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine f6 ��', SILT AND CLAY ML sand or clayey silt with slight plasticity .N Inorganic clay of low to medium plasticity;gravelly clay;sandy 0 E N (Liquid limit less than 50) C�' clay;silty clay;lean clay W ° o z o z QL Organic silt;organic,silty clay of low plasticity O C N � 0ca0 C�7 r� SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand CH Inorganic clay of high plasticity;fat clay LL 5 E (Liquid limit greater than 50) OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC Or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS O O O Dg I Construction debris,garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 1� 14-- Sample Depth Interval d Grab Sample W=10 Moisture Content,% J e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis L7 Approximate water elevation at time of drilling(ATD)or on date noted. Groundwater ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. Arlington Taco Bell Figure rEOTEST /1 CERTERRA Parcel No. 00847300000200 Soil Classification System and Key Arlington, Washington u1 A f G TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— I.a E 0 Excavation Method. Tracked Excavator T Z `� _ N Ground Elevation(ft). -134 t a� v v o t E. c E i N Excavated By: E&D Excavating,Inc./JV 0 = d SMJ \ Loose,brown,dry,gravelly,very silty SAND — with numerous organics(Topsoil) ____ / SM \ org— � p � —J Groundwater not encountered. 2 Medium dense,brown,dry,silty SAND with occasional organics,orange mottling = d (Uncontrolled Fill) — SM Certerra observed an increase in silt content / 4 = d \below2.5feet.-------------/ --- — Medium dense,dark brown,damp,very silty SAND(Weathered Marysville Sand) 6 SM Mm dense to Te nse,brown,damp,silty, = d ediu very gravelly SAND with orange mottling, trace cobbles(Weathered Marysville Sand) —J- 8 = d SW Medium dense to dense,orange brown, moist,very gravelly SAND with orange 10 d W=5 mottling(Marysville Sand) GS Excavation terminated at planned depth. Test Pit Completed 09/10/25 Total Depth of Test Pit=10.0 ft. 12 TP-2 SAMPLE DATA SOIL PROFILE GROUNDWATER o E a -6 Excavation Method. Tracked Excavator _ 7- �, Y N aj `� Ground Elevation(ft). —135 t v v o a) EN Excavated By: E&D Excavating, Inc./JV 0 = d SMJ Loose,brown,dry,gravelly,very silty SAND — SM \with numerous organics(Topsoil) / ------ — — -----j Groundwater not encountered. 2 Medium dense,brown,dry,slightly gravelly,very silty SAND with numerous organics = d o:o GP (Uncontrolled Fill) —______ _ --� o O Dense,brown,moist,sandy GRAVEL with 4 60 trace cobbles(Uncontrolled Fill) 0 0. = d W=28 — — -- — — -- ————— SM Loose to medium dense,dark brown to 6 = d W S 7 SW black,slightly gravelly,silty SAND(Weathered / GS _ \Marysville Sand) = d ML \ Dense,brown,moist,very gravelly SAND / 8 with trace cobbles(Marysville Sand) / Loose to stiff,blue-gray,moist,sandy SILT SM \`(Silty Interbed within Marysville Sand)-- 10 d Medium dense,blue-gray-brown,damp, Test Pit Completed 09/10/25 gravelly,very silty SAND(Marysville Sand) Total Depth of Test Pit=10.0 ft. Excavation terminated at planned depth. 12 Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. 4.Approximate elevations obtained from Carropo interactive web portal. Arlington Taco Bell Figure i EOTEST CERTERRA Parcel No. 00847300000200 Log of Test Pits 1 G Arlington, Washington TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E 0 Excavation Method. Tracked Excavator T j `� N Ground Elevation(ft). —135 s a� v v 0 t v c E i N Excavated By: E&D Excavating,Inc./JV 0 = d SMJ \ Loose,brown,dry,gravelly,very silty SAND — = d SM \with numerous organics(Topsoil) 2 Medium dense,dark brown,dry to damp, slightly gravelly,very silty SAND with = d occasional organics(Uncontrolled Fill) 4 ML Stiff,dark brown,damp,very sandy SILT = d SM with orange mottling(Weathered Marysville Sand) = d W=22 Stiff,brown to gray-brown,damp,very silty GS SAND with orange mottling(Marysville Sand) 8 s d 0,6. GP Medium dense to dense,brown,very sandy o. GRAVEL with orange mottling,minor silt 10 °o seams(Marysville Sand) °o Slight groundwater seepage encountered at W=11 0.0. Certerra observed an increase in moisture 11.0 ft. 12 d GS content,increase in silt content,and the color transition to blue gray below 11 feet. Test Pit Completed 09/10/25 Excavation terminated at planned depth. 14 Total Depth of Test Pit=12.0 ft. TPA SAMPLE DATA SOIL PROFILE GROUNDWATER o E a o Excavation Method. Tracked Excavator Y N aj v Ground Elevation(ft). —134 v O t v N Excavated By: E&D Excavating, Inc./JV o cn 06 V) F C7 � 0 = d SM Loose,brown,dry,gravelly,very silty SAND SM th numerous organics(Topsoil)____—_— 2 = d SM Loose,light brown,dry,silty,very gravelly SAND with occasional organics /^ = d (Uncontrolled Fill) -----------/ 4 Medium dense,dark brown,dry to damp, slighty gravelly,very silty SAND with = d ML \`occasional organics(Uncontrolled Fill)----/^ 6 ML \ Stiff,brown to dark brown,damp,slightly \ sandy SILT with orange mottling(Weathered / = d W=30 \ Marysville Sand) / 8 GS T 7'077 PP=1.5 tsf / = d °'o \Medium stiff to stiff,blue-gray,damp,sandy / 10 R SILT(Silty Interbed within Marysville Sand) / = d o°. ------------------ o.O. Medium dense,orange-brown,damp to � Slight groundwater seepage encountered at 12 0 0 moist,slightly silty,sandy GRAVEL with - 11.5 ft. orange mottling(Marysville Sand) Test Pit Completed 09/10/25 Excavation terminated at planned depth. 14 Total Depth of Test Pit=12.0 ft. Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. 4.Approximate elevations obtained from Carropo interactive web portal. Arlington Taco Bell Figure i CERTERRA GEOTEST Parcel No. 00847300000200 Log of Test Pits 1 Arlington, Washington TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E 0 Excavation Method. Tracked Excavator T Z 76 _ N aj Ground Elevation(ft). -133 t v v o t v c E i N Excavated By: E&D Excavating,Inc./JV in Ln co 0 = d SM Loose,brown,dry,gravelly,very silty SAND = d SM _withnummerousorganics(T_opsoil)__----j— 2 = d Loose,light brown,dry,silty,gravelly SAND with occasional organics(Uncontrolled Fill) = d Certerra observed an increase in silt content 4 below 2 feet. = d W=22 ML Certerra observed orange mottling below 3 GS \feet.----------------J 6 Medium stiff to stiff,dark brown,damp, sandy SILT with orange mottling(Weathered = d W=6 0. GP Masville Sand 8 GS °.°. �—ry ry— )------------� Medium dense,dark brown,damp,very = d D°° sandy GRAVEL with orange mottling 10 D06 (Marysville Sand) 3.0 °o slight groundwater seepage encountered at 12 = d °o = 11.8 ft. Excavation terminated at planned depth. Test Pit Completed 09/10/25 14 Total Depth of Test Pit=12.0 ft. Notes: 1.Stratigraphic contacts are based on field interpretations and are approximate. 2.Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3.Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. 4.Approximate elevations obtained from Carropo interactive web portal. Arlington Taco Bell Figure 1 CERTERRA GEOTEST I Parcel No. 00847300000200 Log of Test Pits 7 1 Arlington, Washington U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 1/23/8 3 6 810 1416 20 30 40 50 60 100 140 200 100 90 80 70 60 T Q 50 ii c U a 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification ILL PL PI C,� Cu • TP-1 10.0 Very gravelly SAND (SW) 1.05 10.67 m TP-2 5.3 Slightly gravelly,silty SAND (SM) A TP-2 6.0 Very gravelly SAND (SW) 1.91 27.00 * TP-3 6.5 Very silty SAND (SM) O TP-3 12.0 Very sandy GRAVEL (GP) 0.94 16.55 Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines p 90 60 50 30 10 Gravel Gravel Sand Sand Sand 0 TP-1 10.0 17.66 6.472 4.478 2.033 0.607 7.7 40.8 21.9 23.5 4.0 2.1 m TP-2 5.3 3.909 0.383 0.254 0.091 0.0 8.2 7.9 21.3 35.3 27.3 A TP-2 6.0 14.724 6.055 4.162 1.612 0.224 0.0 46.9 20.3 16.3 12.1 4.4 * TP-3 6.5 0.906 0.249 0.095 0.0 0.0 1.3 26.7 24.0 48.0 O TP-3 12.0 18.736 6.951 4.781 1.653 0.42 9.6 40.6 17.0 22.7 8.1 2.0 C,; = D3o2/(D60* D1o) To be well graded: 1 < C,< 3 and CG = D6o/D10 C, > 4 for GW or C, > 6 for SW Arlington Taco Bell Figure 1 .TE.T RA Parcel No. 00847300000200 Grain Size Test Data f GEOTEST 4 Arlington, Washington 8 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 34 1/23/8 3 6 810 1416 20 30 40 50 60 100 140 200 100 90 80 70 60 T Q ii50 c U a 40 30 20 10 0 Itit: -- 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification ILL PL PI Cc C, • TP-4 7.5 Sandy SILT (ML) m TP-5 5.0 Very sandy SILT (ML) A TP-5 7.5 Very sandy GRAVEL (GP) 0.80 27.00 Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines p 90 60 50 30 io Gravel Gravel Sand Sand Sand • TP-4 7.5 0.0 0.0 0.7 2.1 3.9 93.3 m TP-5 5.0 0.561 0.111 0.0 0.0 0.8 13.2 31.0 55.0 A TP-5 7.5 15.336 6.889 4.447 1.188 0.255 0.0 48.8 15.1 18.8 13.8 3.4 C, = D3o2/(D60" D1o) To be well graded: 1 < C,< 3 and CG = D6o/D10 C, > 4 for GW or C, > 6 for SW Arlington Taco Bell Figure 1 CERTERRA Parcel No. 00847300000200 Grain Size Test Data ^ 1 G EOTEST Arlington, Washington Northwest Agricultural Consultants 24SA9936 Report: 74327-1 509.7817450 www^wagc^m lab@nwag.mm GEOTEST SERVICES INC Date: 2025-09-11 741 MARINE DR Project Name: Arlington Taco Bell BELLINGHAM,WA 98225 Project Number: 10-252170-0 Sample Sulfate pH Resistivity OM CEC Chloride Moisture Sand Silt Clay Class ID ma/kci S.U. ohm-m % me /100 mg/kg % % % % TP-1 @ 0.25' 5.8 6.69 16.9 TP-3 @ 0.25' 5.5 12.04 28.9 TP-3 @ 5.0' 6.2 3.48 16.3 Analyte Sulfate pH Resistivity OM CEC Chloride Moisture Sand Silt Clay Class Method SM-4500 SO4 E SM 4500-H+B SM 2510 B ASTM D2974 EPA 9081 ASTM D512 Gravimetric Hydrometer Hydrometer Hydrometer Hydrometer 1 CERTERRA 1 GEOTEST REPORT LIMITATIONS AND GUIDELINES FOR ITS USE ' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At Certerra our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner,a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it.And no one—not even you—should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors Certerra's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless Certerra, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure,as when it's changed,for example,from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team;the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform Certerra's geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man- made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or 1 Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) f CERTERRA f GEOTEST groundwater fluctuations. Always contact Certerra before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Certerra's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly — from those indicated in your report. Retaining Certerra who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. Certerra's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. Certerra cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having Certerra confer with appropriate members of the design team after submitting the report. Also, we suggest retaining Certerra to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having Certerra participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions,the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with Certerra and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available,while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, Certerra includes an explanatory limitations section in our f CERTERRA f GEOTEST reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater,water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant;none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT APPENDIX C - WWHM CALCULATIONS WWHM2012 PROJECT REPORT POC 1 = ONSITE STORM INFILTRATION POC 3 = CB #3 RUNOFF TREATMENT POC 4 = CB #4 RUNOFF TREATMENT General Model Information WWHM2012 Project Name: 25005-WWHM Site Name: TACO BELL - ARLINGTON Site Address: 77XX 204TH ST NE City: ARLINGTON Report Date: 11/24/2025 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2023/01/27 Version: 4.2.19 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Low Flow Threshold for POC3: 50 Percent of the 2 Year High Flow Threshold for POC3: 50 Year Low Flow Threshold for POC4: 50 Percent of the 2 Year High Flow Threshold for POC4: 50 Year 25005-WWHM 11/24/2025 10:51:18 AM Page 2 Landuse Basin Data Predeveloped Land Use PRE Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.58 Pervious Total 0.58 Impervious Land Use acre Impervious Total 0 Basin Total 0.58 25005-WWHM 11/24/2025 10:51:18 AM Page 3 WQ3-PRE Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.25 Pervious Total 0.25 Impervious Land Use acre Impervious Total 0 Basin Total 0.25 25005-WWHM 11/24/2025 10:51:18 AM Page 4 WQ4-PRE Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.26 Pervious Total 0.26 Impervious Land Use acre Impervious Total 0 Basin Total 0.26 25005-WWHM 11/24/2025 10:51:18 AM Page 5 Mitigated Land Use DEV Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.16 Pervious Total 0.16 Impervious Land Use acre ROOF TOPS FLAT 0.05 PARKING FLAT 0.37 Impervious Total 0.42 Basin Total 0.58 25005-WWHM 11/24/2025 10:51:18 AM Page 6 WQ3 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.08 Pervious Total 0.08 Impervious Land Use acre PARKING FLAT 0.17 Impervious Total 0.17 Basin Total 0.25 25005-WWHM 11/24/2025 10:51:18 AM Page 7 Basin 3 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.08 Pervious Total 0.08 Impervious Land Use acre PARKING FLAT 0.18 Impervious Total 0.18 Basin Total 0.26 25005-WWHM 11/24/2025 10:51:18 AM Page 8 Routing Elements Predeveloped Routing 25005-WWHM 11/24/2025 10:51:18 AM Page 9 Mitigated Routing StormTech 1 Chamber Model: 3500 Dimensions Max Row Length: 70 Number of Chambers: 45 Number of Endcaps: 10 Top Stone Depth: 12 Bottom Stone Depth: 9 Infiltration On Infiltration rate: 1.5 Infiltration safety factor: 0.33 Total Volume Infiltrated (ac-ft.): 98.644 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 98.644 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 4.5 ft. Riser Diameter: 18 in. Notch Type: Rectangular Notch Width: 0.000 ft. Notch Height: 0.000 ft. Element Flows To: Outlet 1 Outlet 2 StormTech Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 0.0000 0.056 0.000 0.000 0.000 0.0833 0.056 0.001 0.000 0.028 0.1667 0.056 0.003 0.000 0.028 0.2500 0.056 0.005 0.000 0.028 0.3333 0.056 0.007 0.000 0.028 0.4167 0.056 0.009 0.000 0.028 0.5000 0.056 0.011 0.000 0.028 0.5833 0.056 0.013 0.000 0.028 0.6667 0.056 0.015 0.000 0.028 0.7500 0.056 0.017 0.000 0.028 0.8333 0.056 0.021 0.000 0.028 0.9167 0.056 0.025 0.000 0.028 1.0000 0.056 0.029 0.000 0.028 1.0833 0.056 0.033 0.000 0.028 1.1667 0.056 0.037 0.000 0.028 1.2500 0.056 0.041 0.000 0.028 1.3333 0.056 0.045 0.000 0.028 1.4167 0.056 0.049 0.000 0.028 1.5000 0.056 0.053 0.000 0.028 1.5833 0.056 0.057 0.000 0.028 1.6667 0.056 0.061 0.000 0.028 1.7500 0.056 0.065 0.000 0.028 1.8333 0.056 0.069 0.000 0.028 1.9167 0.056 0.073 0.000 0.028 2.0000 0.056 0.077 0.000 0.028 25005-WWHM 11/24/2025 10:51:18 AM Page 10 2.0833 0.056 0.081 0.000 0.028 2.1667 0.056 0.085 0.000 0.028 2.2500 0.056 0.089 0.000 0.028 2.3333 0.056 0.092 0.000 0.028 2.4167 0.056 0.096 0.000 0.028 2.5000 0.056 0.100 0.000 0.028 2.5833 0.056 0.104 0.000 0.028 2.6667 0.056 0.107 0.000 0.028 2.7500 0.056 0.111 0.000 0.028 2.8333 0.056 0.115 0.000 0.028 2.9167 0.056 0.118 0.000 0.028 3.0000 0.056 0.122 0.000 0.028 3.0833 0.056 0.125 0.000 0.028 3.1667 0.056 0.128 0.000 0.028 3.2500 0.056 0.132 0.000 0.028 3.3333 0.056 0.135 0.000 0.028 3.4167 0.056 0.138 0.000 0.028 3.5000 0.056 0.142 0.000 0.028 3.5833 0.056 0.145 0.000 0.028 3.6667 0.056 0.148 0.000 0.028 3.7500 0.056 0.151 0.000 0.028 3.8333 0.056 0.154 0.000 0.028 3.9167 0.056 0.156 0.000 0.028 4.0000 0.056 0.159 0.000 0.028 4.0833 0.056 0.162 0.000 0.028 4.1667 0.056 0.164 0.000 0.028 4.2500 0.056 0.166 0.000 0.028 4.3333 0.056 0.168 0.000 0.028 4.4167 0.056 0.170 0.000 0.028 4.5000 0.056 0.172 0.000 0.028 4.5833 0.056 0.174 0.382 0.028 4.6667 0.056 0.176 1.074 0.028 4.7500 0.056 0.178 1.938 0.028 4.8333 0.056 0.180 2.882 0.028 4.9167 0.056 0.182 3.812 0.028 5.0000 0.056 0.184 4.639 0.028 5.0833 0.056 0.186 5.293 0.028 5.1667 0.056 0.188 5.754 0.028 5.2500 0.056 0.189 6.071 0.028 5.3333 0.056 0.191 6.469 0.028 5.4167 0.056 0.193 6.785 0.028 5.5000 0.056 0.195 7.086 0.028 25005-WWHM 11/24/2025 10:51:18 AM Page 11 Analysis Results POC 1 a01 °1 Cumulative Probability °1 w 0.00 + y 001 0.00 0.00 + + 0.00 10E-5 10E-4 10E-3 10E 2 10E-1 1 111 11 II a.000l n.aool Percont Time Exceeding 0.5 1 2 5 10 ZO 30 50 70 BO 90 95 96 99 9B.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.58 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.16 Total Impervious Area: 0.42 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000666 5 year 0.001444 10 year 0.002316 25 year 0.004045 50 year 0.005977 100 year 0.008671 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.003 0.000 1955 0.002 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 25005-WWHM 11/24/2025 10:51:18 AM Page 12 1959 0.001 0.000 1960 0.001 0.000 1961 0.002 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.002 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.001 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.002 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.001 0.000 1975 0.000 0.000 1976 0.001 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.001 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.001 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.001 0.000 1986 0.004 0.000 1987 0.003 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.005 0.000 1997 0.014 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.015 0.000 2007 0.000 0.000 2008 0.001 0.000 2009 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0154 0.0000 2 0.0144 0.0000 3 0.0052 0.0000 25005-WWHM 11/24/2025 10:53:36 AM Page 13 4 0.0041 0.0000 5 0.0032 0.0000 6 0.0027 0.0000 7 0.0024 0.0000 8 0.0023 0.0000 9 0.0022 0.0000 10 0.0015 0.0000 11 0.0014 0.0000 12 0.0012 0.0000 13 0.0011 0.0000 14 0.0010 0.0000 15 0.0010 0.0000 16 0.0009 0.0000 17 0.0009 0.0000 18 0.0009 0.0000 19 0.0008 0.0000 20 0.0008 0.0000 21 0.0007 0.0000 22 0.0007 0.0000 23 0.0005 0.0000 24 0.0005 0.0000 25 0.0005 0.0000 26 0.0005 0.0000 27 0.0005 0.0000 28 0.0005 0.0000 29 0.0005 0.0000 30 0.0005 0.0000 31 0.0005 0.0000 32 0.0005 0.0000 33 0.0005 0.0000 34 0.0005 0.0000 35 0.0005 0.0000 36 0.0005 0.0000 37 0.0005 0.0000 38 0.0005 0.0000 39 0.0005 0.0000 40 0.0005 0.0000 41 0.0005 0.0000 42 0.0005 0.0000 43 0.0005 0.0000 44 0.0005 0.0000 45 0.0005 0.0000 46 0.0005 0.0000 47 0.0005 0.0000 48 0.0005 0.0000 49 0.0005 0.0000 50 0.0005 0.0000 51 0.0005 0.0000 52 0.0005 0.0000 53 0.0005 0.0000 54 0.0005 0.0000 55 0.0005 0.0000 56 0.0005 0.0000 57 0.0004 0.0000 58 0.0004 0.0000 59 0.0004 0.0000 60 0.0004 0.0000 61 0.0003 0.0000 25005-WWHM 11/24/2025 10:53:36 AM Page 14 25005-WWHM 11/24/2025 10:53:37 AM Page 15 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0003 2353 0 0 Pass 0.0004 1321 0 0 Pass 0.0004 431 0 0 Pass 0.0005 112 0 0 Pass 0.0006 102 0 0 Pass 0.0006 89 0 0 Pass 0.0007 77 0 0 Pass 0.0007 66 0 0 Pass 0.0008 61 0 0 Pass 0.0008 58 0 0 Pass 0.0009 54 0 0 Pass 0.0010 50 0 0 Pass 0.0010 49 0 0 Pass 0.0011 47 0 0 Pass 0.0011 43 0 0 Pass 0.0012 40 0 0 Pass 0.0012 36 0 0 Pass 0.0013 36 0 0 Pass 0.0014 32 0 0 Pass 0.0014 31 0 0 Pass 0.0015 31 0 0 Pass 0.0015 29 0 0 Pass 0.0016 29 0 0 Pass 0.0016 27 0 0 Pass 0.0017 26 0 0 Pass 0.0018 26 0 0 Pass 0.0018 26 0 0 Pass 0.0019 25 0 0 Pass 0.0019 23 0 0 Pass 0.0020 23 0 0 Pass 0.0020 23 0 0 Pass 0.0021 23 0 0 Pass 0.0022 23 0 0 Pass 0.0022 21 0 0 Pass 0.0023 19 0 0 Pass 0.0023 18 0 0 Pass 0.0024 17 0 0 Pass 0.0024 16 0 0 Pass 0.0025 16 0 0 Pass 0.0026 15 0 0 Pass 0.0026 15 0 0 Pass 0.0027 14 0 0 Pass 0.0027 13 0 0 Pass 0.0028 13 0 0 Pass 0.0028 13 0 0 Pass 0.0029 13 0 0 Pass 0.0030 13 0 0 Pass 0.0030 13 0 0 Pass 0.0031 13 0 0 Pass 0.0031 13 0 0 Pass 0.0032 13 0 0 Pass 0.0032 11 0 0 Pass 0.0033 11 0 0 Pass 25005-WWHM 11/24/2025 10:53:37 AM Page 16 0.0034 11 0 0 Pass 0.0034 11 0 0 Pass 0.0035 11 0 0 Pass 0.0035 11 0 0 Pass 0.0036 11 0 0 Pass 0.0036 11 0 0 Pass 0.0037 11 0 0 Pass 0.0038 11 0 0 Pass 0.0038 11 0 0 Pass 0.0039 11 0 0 Pass 0.0039 11 0 0 Pass 0.0040 10 0 0 Pass 0.0040 10 0 0 Pass 0.0041 9 0 0 Pass 0.0042 9 0 0 Pass 0.0042 8 0 0 Pass 0.0043 8 0 0 Pass 0.0043 8 0 0 Pass 0.0044 8 0 0 Pass 0.0044 8 0 0 Pass 0.0045 8 0 0 Pass 0.0046 8 0 0 Pass 0.0046 8 0 0 Pass 0.0047 8 0 0 Pass 0.0047 8 0 0 Pass 0.0048 8 0 0 Pass 0.0048 8 0 0 Pass 0.0049 8 0 0 Pass 0.0050 8 0 0 Pass 0.0050 8 0 0 Pass 0.0051 7 0 0 Pass 0.0051 7 0 0 Pass 0.0052 7 0 0 Pass 0.0052 7 0 0 Pass 0.0053 6 0 0 Pass 0.0053 6 0 0 Pass 0.0054 6 0 0 Pass 0.0055 6 0 0 Pass 0.0055 6 0 0 Pass 0.0056 6 0 0 Pass 0.0056 6 0 0 Pass 0.0057 6 0 0 Pass 0.0057 6 0 0 Pass 0.0058 6 0 0 Pass 0.0059 6 0 0 Pass 0.0059 5 0 0 Pass 0.0060 5 0 0 Pass 25005-WWHM 11/24/2025 10:53:37 AM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. 25005-WWHM 11/24/2025 10:53:37 AM Page 18 LID Report 25005-WWHM 11/24/2025 10:53:37 AM Page 19 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. 25005-WWHM 11/24/2025 10:53:51 AM Page 20 POC 3 0.00 1° Cunwlative Robabil4y 10 0.00 v 0.00 0.01 a.o1 0.00 0001 t�++ oao 0.00 - + + +++++++++H«« w«.x + 10E-5 10E-4 10E-3 10E-2 101E-1 1 111 lriri + 0.0001 o.aool Perc-4 Time Excee-g 0.5 1 2 5 10 2D 30 50 70 80 90 95 96 99 99.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area: 0.25 Total Impervious Area: 0 Mitigated Landuse Totals for POC #3 Total Pervious Area: 0.08 Total Impervious Area: 0.17 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.000287 5 year 0.000622 10 year 0.000998 25 year 0.001744 50 year 0.002576 100 year 0.003737 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 0.100728 5 year 0.140908 10 year 0.171056 25 year 0.213387 50 year 0.248139 100 year 0.285766 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.000 0.116 1950 0.001 0.126 1951 0.000 0.113 1952 0.000 0.093 1953 0.000 0.125 1954 0.001 0.168 1955 0.001 0.117 1956 0.000 0.052 1957 0.000 0.098 1958 0.000 0.255 1959 0.000 0.090 25005-WWHM 11/24/2025 10:53:51 AM Page 21 1960 0.000 0.098 1961 0.001 0.336 1962 0.000 0.105 1963 0.000 0.140 1964 0.001 0.070 1965 0.000 0.079 1966 0.000 0.083 1967 0.000 0.180 1968 0.000 0.104 1969 0.000 0.233 1970 0.000 0.077 1971 0.001 0.116 1972 0.000 0.151 1973 0.000 0.119 1974 0.001 0.148 1975 0.000 0.117 1976 0.000 0.077 1977 0.000 0.075 1978 0.000 0.056 1979 0.000 0.141 1980 0.000 0.080 1981 0.000 0.078 1982 0.000 0.075 1983 0.000 0.113 1984 0.000 0.097 1985 0.000 0.131 1986 0.002 0.141 1987 0.001 0.120 1988 0.000 0.094 1989 0.000 0.101 1990 0.000 0.075 1991 0.000 0.087 1992 0.000 0.095 1993 0.000 0.072 1994 0.000 0.077 1995 0.000 0.065 1996 0.002 0.108 1997 0.006 0.130 1998 0.000 0.134 1999 0.000 0.056 2000 0.000 0.207 2001 0.000 0.064 2002 0.000 0.062 2003 0.000 0.084 2004 0.000 0.180 2005 0.000 0.081 2006 0.007 0.109 2007 0.000 0.107 2008 0.000 0.080 2009 0.000 0.082 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.0067 0.3363 2 0.0062 0.2553 3 0.0023 0.2327 4 0.0018 0.2074 25005-WWHM 11/24/2025 10:54:23 AM Page 22 5 0.0014 0.1804 6 0.0012 0.1798 7 0.0010 0.1678 8 0.0010 0.1512 9 0.0009 0.1483 10 0.0007 0.1409 11 0.0006 0.1406 12 0.0005 0.1402 13 0.0005 0.1344 14 0.0004 0.1307 15 0.0004 0.1300 16 0.0004 0.1264 17 0.0004 0.1255 18 0.0004 0.1198 19 0.0004 0.1190 20 0.0003 0.1173 21 0.0003 0.1168 22 0.0003 0.1163 23 0.0002 0.1158 24 0.0002 0.1132 25 0.0002 0.1126 26 0.0002 0.1085 27 0.0002 0.1076 28 0.0002 0.1066 29 0.0002 0.1045 30 0.0002 0.1043 31 0.0002 0.1010 32 0.0002 0.0984 33 0.0002 0.0979 34 0.0002 0.0973 35 0.0002 0.0954 36 0.0002 0.0940 37 0.0002 0.0933 38 0.0002 0.0896 39 0.0002 0.0871 40 0.0002 0.0841 41 0.0002 0.0834 42 0.0002 0.0819 43 0.0002 0.0812 44 0.0002 0.0798 45 0.0002 0.0798 46 0.0002 0.0791 47 0.0002 0.0776 48 0.0002 0.0770 49 0.0002 0.0768 50 0.0002 0.0765 51 0.0002 0.0750 52 0.0002 0.0749 53 0.0002 0.0747 54 0.0002 0.0722 55 0.0002 0.0700 56 0.0002 0.0655 57 0.0002 0.0640 58 0.0002 0.0619 59 0.0002 0.0559 60 0.0002 0.0557 61 0.0001 0.0516 25005-WWHM 11/24/2025 10:54:23 AM Page 23 25005-WWHM 11/24/2025 10:54:23 AM Page 24 Duration Flows The Duration Matching Failed Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 2385 783472 32849 Fail 0.0002 1324 744758 56250 Fail 0.0002 453 712247 157228 Fail 0.0002 112 681875 608816 Fail 0.0002 103 655353 636265 Fail 0.0003 89 630328 708233 Fail 0.0003 77 608297 789996 Fail 0.0003 66 587336 889903 Fail 0.0003 61 567873 930939 Fail 0.0004 58 550548 949220 Fail 0.0004 54 533864 988637 Fail 0.0004 50 518892 1037784 Fail 0.0004 49 504348 1029281 Fail 0.0005 47 491301 1045321 Fail 0.0005 43 478467 1112713 Fail 0.0005 40 466276 1165690 Fail 0.0005 36 455368 1264911 Fail 0.0006 36 444673 1235202 Fail 0.0006 32 434834 1358856 Fail 0.0006 31 424995 1370951 Fail 0.0006 31 416226 1342664 Fail 0.0007 29 407457 1405024 Fail 0.0007 29 399115 1376258 Fail 0.0007 27 391415 1449685 Fail 0.0007 26 383929 1476650 Fail 0.0008 26 376871 1449503 Fail 0.0008 26 369812 1422353 Fail 0.0008 25 363396 1453584 Fail 0.0008 23 356979 1552082 Fail 0.0009 23 350562 1524182 Fail 0.0009 23 345001 1500004 Fail 0.0009 23 339226 1474895 Fail 0.0009 23 333879 1451647 Fail 0.0010 21 328746 1565457 Fail 0.0010 19 323613 1703226 Fail 0.0010 18 318907 1771705 Fail 0.0010 17 313988 1846988 Fail 0.0011 16 309710 1935687 Fail 0.0011 16 305218 1907612 Fail 0.0011 15 301154 2007693 Fail 0.0011 15 297090 1980600 Fail 0.0012 14 293240 2094571 Fail 0.0012 13 289390 2226076 Fail 0.0012 13 285754 2198107 Fail 0.0012 13 282332 2171784 Fail 0.0012 13 278696 2143815 Fail 0.0013 13 275488 2119138 Fail 0.0013 13 272279 2094453 Fail 0.0013 13 269285 2071423 Fail 0.0013 13 266291 2048392 Fail 0.0014 13 263296 2025353 Fail 0.0014 11 260516 2368327 Fail 0.0014 11 257735 2343045 Fail 0.0014 11 254954 2317763 Fail 25005-WWHM 11/24/2025 10:54:23 AM Page 25 0.0015 11 252388 2294436 Fail 0.0015 11 249821 2271100 Fail 0.0015 11 247255 2247772 Fail 0.0015 11 244902 2226381 Fail 0.0016 11 242549 2204990 Fail 0.0016 11 240196 2183600 Fail 0.0016 11 238057 2164154 Fail 0.0016 11 235705 2142772 Fail 0.0017 11 233566 2123327 Fail 0.0017 11 231427 2103881 Fail 0.0017 10 229288 2292880 Fail 0.0017 10 227363 2273630 Fail 0.0018 9 225224 2502488 Fail 0.0018 9 223299 2481100 Fail 0.0018 8 221160 2764500 Fail 0.0018 8 219235 2740437 Fail 0.0019 8 217310 2716375 Fail 0.0019 8 215385 2692312 Fail 0.0019 8 213653 2670662 Fail 0.0019 8 211856 2648200 Fail 0.0020 8 210102 2626275 Fail 0.0020 8 208220 2602750 Fail 0.0020 8 206466 2580825 Fail 0.0020 8 204648 2558100 Fail 0.0021 8 202873 2535912 Fail 0.0021 8 201226 2515325 Fail 0.0021 8 199408 2492600 Fail 0.0021 8 197782 2472275 Fail 0.0022 8 196093 2451162 Fail 0.0022 7 194510 2778714 Fail 0.0022 7 192863 2755185 Fail 0.0022 7 191344 2733485 Fail 0.0023 7 189804 2711485 Fail 0.0023 6 188264 3137733 Fail 0.0023 6 186853 3114216 Fail 0.0023 6 185377 3089616 Fail 0.0024 6 183944 3065733 Fail 0.0024 6 182511 3041850 Fail 0.0024 6 181099 3018316 Fail 0.0024 6 179730 2995500 Fail 0.0025 6 178297 2971616 Fail 0.0025 6 177035 2950583 Fail 0.0025 6 175752 2929200 Fail 0.0025 6 174597 2909950 Fail 0.0026 5 173356 3467120 Fail 0.0026 5 172116 3442320 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 25005-WWHM 11/24/2025 10:54:23 AM Page 26 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume: 0.0229 acre-feet On-line facility target flow: 0.0318 cfs. Adjusted for 15 min: 0.0318 cfs. Off-line facility target flow: 0.0179 cfs. Adjusted for 15 min: 0.0179 cfs. 25005-WWHM 11/24/2025 10:54:23 AM Page 27 LID Report 25005-WWHM 11/24/2025 10:54:23 AM Page 28 POC 4 10 Cumulative Robabil4y 10 1 f 0.00 0.00 8 0.00 0.0010E-5 10E-4 10E-3 10E-2 10E-1 1 10 lriri + + + +++++max+++ ++ 0.0001 o.aoo, Percerx4 Time Excee-g 0.5 1 2 5 10 20 30 50 70 80 90 95 96 99 99.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #4 Total Pervious Area: 0.26 Total Impervious Area: 0 Mitigated Landuse Totals for POC #4 Total Pervious Area: 0.08 Total Impervious Area: 0.18 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #4 Return Period Flow(cfs) 2 year 0.000298 5 year 0.000647 10 year 0.001038 25 year 0.001813 50 year 0.00268 100 year 0.003887 Flow Frequency Return Periods for Mitigated. POC #4 Return Period Flow(cfs) 2 year 0.106039 5 year 0.148051 10 year 0.179527 25 year 0.223672 50 year 0.259873 100 year 0.299037 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #4 Year Predeveloped Mitigated 1949 0.000 0.122 1950 0.001 0.133 1951 0.000 0.119 1952 0.000 0.098 1953 0.000 0.132 1954 0.001 0.176 1955 0.001 0.123 1956 0.000 0.054 1957 0.000 0.103 1958 0.000 0.267 1959 0.000 0.094 25005-WWHM 11/24/2025 10:54:23 AM Page 29 1960 0.000 0.103 1961 0.001 0.352 1962 0.000 0.111 1963 0.000 0.147 1964 0.001 0.074 1965 0.000 0.084 1966 0.000 0.088 1967 0.000 0.190 1968 0.000 0.110 1969 0.000 0.243 1970 0.000 0.081 1971 0.001 0.122 1972 0.000 0.159 1973 0.000 0.125 1974 0.001 0.156 1975 0.000 0.123 1976 0.000 0.081 1977 0.000 0.079 1978 0.000 0.059 1979 0.000 0.147 1980 0.000 0.084 1981 0.000 0.082 1982 0.000 0.079 1983 0.000 0.119 1984 0.000 0.103 1985 0.000 0.138 1986 0.002 0.148 1987 0.001 0.126 1988 0.000 0.099 1989 0.000 0.106 1990 0.000 0.079 1991 0.000 0.092 1992 0.000 0.100 1993 0.000 0.076 1994 0.000 0.081 1995 0.000 0.069 1996 0.002 0.114 1997 0.006 0.136 1998 0.000 0.141 1999 0.000 0.059 2000 0.000 0.218 2001 0.000 0.068 2002 0.000 0.066 2003 0.000 0.089 2004 0.000 0.190 2005 0.000 0.086 2006 0.007 0.114 2007 0.000 0.112 2008 0.000 0.084 2009 0.000 0.086 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #4 Rank Predeveloped Mitigated 1 0.0069 0.3515 2 0.0064 0.2673 3 0.0024 0.2433 4 0.0018 0.2185 25005-WWHM 11/24/2025 10:54:53 AM Page 30 5 0.0014 0.1902 6 0.0012 0.1897 7 0.0011 0.1759 8 0.0010 0.1586 9 0.0010 0.1557 10 0.0007 0.1477 11 0.0006 0.1473 12 0.0005 0.1468 13 0.0005 0.1412 14 0.0005 0.1380 15 0.0004 0.1358 16 0.0004 0.1326 17 0.0004 0.1319 18 0.0004 0.1259 19 0.0004 0.1251 20 0.0003 0.1231 21 0.0003 0.1226 22 0.0003 0.1220 23 0.0002 0.1215 24 0.0002 0.1192 25 0.0002 0.1188 26 0.0002 0.1137 27 0.0002 0.1137 28 0.0002 0.1118 29 0.0002 0.1106 30 0.0002 0.1098 31 0.0002 0.1060 32 0.0002 0.1032 33 0.0002 0.1026 34 0.0002 0.1025 35 0.0002 0.1004 36 0.0002 0.0991 37 0.0002 0.0984 38 0.0002 0.0945 39 0.0002 0.0922 40 0.0002 0.0891 41 0.0002 0.0881 42 0.0002 0.0862 43 0.0002 0.0855 44 0.0002 0.0845 45 0.0002 0.0838 46 0.0002 0.0838 47 0.0002 0.0818 48 0.0002 0.0812 49 0.0002 0.0810 50 0.0002 0.0809 51 0.0002 0.0793 52 0.0002 0.0789 53 0.0002 0.0789 54 0.0002 0.0760 55 0.0002 0.0737 56 0.0002 0.0693 57 0.0002 0.0677 58 0.0002 0.0655 59 0.0002 0.0589 60 0.0002 0.0588 61 0.0001 0.0543 25005-WWHM 11/24/2025 10:54:53 AM Page 31 25005-WWHM 11/24/2025 10:54:53 AM Page 32 Duration Flows The Duration Matching Failed Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 2366 776200 32806 Fail 0.0002 1360 738769 54321 Fail 0.0002 447 704761 157664 Fail 0.0002 112 675458 603087 Fail 0.0003 103 647867 628997 Fail 0.0003 89 623911 701023 Fail 0.0003 77 600811 780274 Fail 0.0003 66 580706 879857 Fail 0.0004 61 561456 920419 Fail 0.0004 58 543489 937050 Fail 0.0004 54 527662 977151 Fail 0.0004 50 512048 1024096 Fail 0.0005 49 498359 1017059 Fail 0.0005 47 484884 1031668 Fail 0.0005 43 472692 1099283 Fail 0.0005 40 460715 1151787 Fail 0.0006 36 449593 1248869 Fail 0.0006 36 439326 1220350 Fail 0.0006 32 429273 1341478 Fail 0.0006 31 420076 1355083 Fail 0.0007 31 410879 1325416 Fail 0.0007 29 402537 1388058 Fail 0.0007 29 394409 1360031 Fail 0.0007 27 386496 1431466 Fail 0.0008 26 379437 1459373 Fail 0.0008 26 372165 1431403 Fail 0.0008 26 365535 1405903 Fail 0.0008 25 358904 1435616 Fail 0.0009 23 352915 1534413 Fail 0.0009 23 346712 1507443 Fail 0.0009 23 341151 1483265 Fail 0.0009 23 335590 1459086 Fail 0.0010 23 330243 1435839 Fail 0.0010 21 325324 1549161 Fail 0.0010 19 320190 1685210 Fail 0.0010 18 315699 1753883 Fail 0.0011 17 310993 1829370 Fail 0.0011 16 306715 1916968 Fail 0.0011 16 302438 1890237 Fail 0.0011 15 298374 1989160 Fail 0.0012 15 294524 1963493 Fail 0.0012 14 290460 2074714 Fail 0.0012 13 287038 2207984 Fail 0.0012 13 283402 2180015 Fail 0.0013 13 279979 2153684 Fail 0.0013 13 276557 2127361 Fail 0.0013 13 273349 2102684 Fail 0.0014 13 270354 2079646 Fail 0.0014 13 267146 2054969 Fail 0.0014 13 264366 2033584 Fail 0.0014 13 261585 2012192 Fail 0.0015 11 258804 2352763 Fail 0.0015 11 256024 2327490 Fail 0.0015 11 253457 2304154 Fail 25005-WWHM 11/24/2025 10:54:53 AM Page 33 0.0015 11 250891 2280827 Fail 0.0016 11 248538 2259436 Fail 0.0016 11 246185 2238045 Fail 0.0016 11 243618 2214709 Fail 0.0016 11 241480 2195272 Fail 0.0017 11 239127 2173881 Fail 0.0017 11 236988 2154436 Fail 0.0017 11 234849 2134990 Fail 0.0017 11 232710 2115545 Fail 0.0018 11 230571 2096100 Fail 0.0018 10 228432 2284320 Fail 0.0018 10 226507 2265070 Fail 0.0018 9 224582 2495355 Fail 0.0019 9 222657 2473966 Fail 0.0019 8 220519 2756487 Fail 0.0019 8 218594 2732425 Fail 0.0019 8 216882 2711025 Fail 0.0020 8 214957 2686962 Fail 0.0020 8 213246 2665575 Fail 0.0020 8 211428 2642850 Fail 0.0020 8 209717 2621462 Fail 0.0021 8 207985 2599812 Fail 0.0021 8 206252 2578150 Fail 0.0021 8 204456 2555700 Fail 0.0021 8 202830 2535375 Fail 0.0022 8 201140 2514250 Fail 0.0022 8 199472 2493400 Fail 0.0022 8 197782 2472275 Fail 0.0022 8 196157 2451962 Fail 0.0023 7 194617 2780242 Fail 0.0023 7 192948 2756400 Fail 0.0023 7 191430 2734714 Fail 0.0023 7 189911 2713014 Fail 0.0024 6 188371 3139516 Fail 0.0024 6 186981 3116350 Fail 0.0024 6 185526 3092100 Fail 0.0024 6 184200 3070000 Fail 0.0025 6 182746 3045766 Fail 0.0025 6 181291 3021516 Fail 0.0025 6 179987 2999783 Fail 0.0026 6 178575 2976250 Fail 0.0026 6 177313 2955216 Fail 0.0026 6 176030 2933833 Fail 0.0026 6 174789 2913150 Fail 0.0027 5 173592 3471839 Fail 0.0027 5 172351 3447020 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 25005-WWHM 11/24/2025 10:54:53 AM Page 34 Water Quality Water Quality BMP Flow and Volume for POC #4 On-line facility volume: 0.024 acre-feet On-line facility target flow: 0.0337 cfs. Adjusted for 15 min: 0.0337 cfs. Off-line facility target flow: 0.019 cfs. Adjusted for 15 min: 0.019 cfs. 25005-WWHM 11/24/2025 10:54:53 AM Page 35 LID Report 25005-WWHM 11/24/2025 10:54:53 AM Page 36 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. 25005-WWHM 11/24/2025 10:54:54 AM Page 37 Appendix Predeveloped Schematic PRE � WQ3- RE �1 0.58a 3 0.25ac IWQ4-PRE 14 0.26ac 25005-WWHM 11/24/2025 10:54:54 AM Page 38 Mitigated Schematic Q3 s 0.25ac Basin 3 S I 4 0.26ac StormTech 1 25005-WWHM 11/24/2025 10:54:54 AM Page 39 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 25005-WWHM.wdm MESSU 25 Pre25005-WWHM.MES 27 Pre25005-WWHM.L61 28 Pre25005-WWHM.L62 30 POC25005-WWHM1.dat 32 POC25005-WWHM3.dat 33 POC25005-WWHM4.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 COPY 503 COPY 504 DISPLY 1 DISPLY 3 DISPLY 4 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 PRE MAX 1 2 30 9 3 WQ3-PRE MAX 1 2 32 9 4 WQ4-PRE MAX 1 2 33 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 503 1 1 504 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** 25005-WWHM 11/24/2025 10:54:55 AM Page 40 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 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 *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 25005-WWHM 11/24/2025 10:54:55 AM Page 41 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** PRE*** PERLND 1 0.58 COPY 501 12 PERLND 1 0.58 COPY 501 13 WQ3-PRE*** PERLND 1 0.25 COPY 503 12 PERLND 1 0.25 COPY 503 13 WQ4-PRE*** PERLND 1 0.26 COPY 504 12 PERLND 1 0.26 COPY 504 13 ******Routing****** 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 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 504 OUTPUT MEAN 1 1 48.4 DISPLY 4 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 25005-WWHM 11/24/2025 10:54:55 AM Page 42 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL COPY 504 OUTPUT MEAN 1 1 48.4 WDM 504 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 25005-WWHM 11/24/2025 10:54:55 AM Page 43 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 25005-WWHM.wdm MESSU 25 Mit25005-WWHM.MES 27 Mit25005-WWHM.L61 28 Mit25005-WWHM.L62 32 POC25005-WWHM3.dat 33 POC25005-WWHM4.dat 30 POC25005-WWHM1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 4 IMPLND 11 RCHRES 1 COPY 503 COPY 504 COPY 1 COPY 501 DISPLY 3 DISPLY 4 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 3 WQ3 MAX 1 2 32 9 4 Basin 3 MAX 1 2 33 9 1 StormTech 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 503 1 1 504 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO 25005-WWHM 11/24/2025 10:54:55 AM Page 44 *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 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 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO 25005-WWHM 11/24/2025 10:54:55 AM Page 45 IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEV*** PERLND 16 0.16 RCHRES 1 2 PERLND 16 0.16 RCHRES 1 3 IMPLND 4 0.05 RCHRES 1 5 IMPLND 11 0.37 RCHRES 1 5 WQ3*** PERLND 16 0.08 COPY 503 12 PERLND 16 0.08 COPY 503 13 IMPLND 11 0.17 COPY 503 15 Basin 3*** PERLND 16 0.08 COPY 504 12 PERLND 16 0.08 COPY 504 13 IMPLND 11 0.18 COPY 504 15 ******Routing****** PERLND 16 0.16 COPY 1 12 IMPLND 4 0.05 COPY 1 15 IMPLND 11 0.37 COPY 1 15 PERLND 16 0.16 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 504 OUTPUT MEAN 1 1 48.4 DISPLY 4 INPUT TIMSER 1 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 25005-WWHM 11/24/2025 10:54:55 AM Page 46 RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 StormTech 1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 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 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 66 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.056926 0.000000 0.000000 0.000000 0.083333 0.056926 0.001897 0.000000 0.028413 0.166667 0.056926 0.003795 0.000000 0.028413 0.250000 0.056926 0.005692 0.000000 0.028413 0.333333 0.056926 0.007590 0.000000 0.028413 0.416667 0.056926 0.009487 0.000000 0.028413 0.500000 0.056926 0.011385 0.000000 0.028413 0.583333 0.056926 0.013282 0.000000 0.028413 0.666667 0.056926 0.015179 0.000000 0.028413 0.750000 0.056926 0.017077 0.000000 0.028413 0.833333 0.056926 0.021229 0.000000 0.028413 0.916667 0.056926 0.025359 0.000000 0.028413 1.000000 0.056926 0.029475 0.000000 0.028413 1.083333 0.056926 0.033578 0.000000 0.028413 1.166667 0.056926 0.037666 0.000000 0.028413 1.250000 0.056926 0.041735 0.000000 0.028413 1.333333 0.056926 0.045799 0.000000 0.028413 1.416667 0.056926 0.049838 0.000000 0.028413 1.500000 0.056926 0.053862 0.000000 0.028413 1.583333 0.056926 0.057868 0.000000 0.028413 1.666667 0.056926 0.061854 0.000000 0.028413 1.750000 0.056926 0.065821 0.000000 0.028413 25005-WWHM 11/24/2025 10:54:55 AM Page 47 1.833333 0.056926 0.069766 0.000000 0.028413 1.916667 0.056926 0.073689 0.000000 0.028413 2.000000 0.056926 0.077589 0.000000 0.028413 2.083333 0.056926 0.081466 0.000000 0.028413 2.166667 0.056926 0.085314 0.000000 0.028413 2.250000 0.056926 0.089136 0.000000 0.028413 2.333333 0.056926 0.092932 0.000000 0.028413 2.416667 0.056926 0.096696 0.000000 0.028413 2.500000 0.056926 0.100429 0.000000 0.028413 2.583333 0.056926 0.104128 0.000000 0.028413 2.666667 0.056926 0.107793 0.000000 0.028413 2.750000 0.056926 0.111421 0.000000 0.028413 2.833333 0.056926 0.115011 0.000000 0.028413 2.916667 0.056926 0.118561 0.000000 0.028413 3.000000 0.056926 0.122067 0.000000 0.028413 3.083333 0.056926 0.125525 0.000000 0.028413 3.166667 0.056926 0.128942 0.000000 0.028413 3.250000 0.056926 0.132309 0.000000 0.028413 3.333333 0.056926 0.135622 0.000000 0.028413 3.416667 0.056926 0.138867 0.000000 0.028413 3.500000 0.056926 0.142063 0.000000 0.028413 3.583333 0.056926 0.145191 0.000000 0.028413 3.666667 0.056926 0.148250 0.000000 0.028413 3.750000 0.056926 0.151220 0.000000 0.028413 3.833333 0.056926 0.154116 0.000000 0.028413 3.916667 0.056926 0.156915 0.000000 0.028413 4.000000 0.056926 0.159604 0.000000 0.028413 4.083333 0.056926 0.162144 0.000000 0.028413 4.166667 0.056926 0.164479 0.000000 0.028413 4.250000 0.056926 0.166636 0.000000 0.028413 4.333333 0.056926 0.168720 0.000000 0.028413 4.416667 0.056926 0.170741 0.000000 0.028413 4.500000 0.056926 0.172675 0.000000 0.028413 4.583333 0.056926 0.174702 0.382292 0.028413 4.666667 0.056926 0.176599 1.074269 0.028413 4.750000 0.056926 0.178497 1.938430 0.028413 4.833333 0.056926 0.180394 2.882519 0.028413 4.916667 0.056926 0.182291 3.812619 0.028413 5.000000 0.056926 0.184189 4.639092 0.028413 5.083333 0.056926 0.186086 5.293943 0.028413 5.166667 0.056926 0.187984 5.754494 0.028413 5.250000 0.056926 0.189881 6.071677 0.028413 5.333333 0.056926 0.191779 6.469213 0.028413 5.416667 0.056926 0.193676 6.784968 0.028413 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 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 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 0 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 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 COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL COPY 4 OUTPUT MEAN 1 1 48.4 WDM 704 FLOW ENGL REPL COPY 504 OUTPUT MEAN 1 1 48.4 WDM 804 FLOW ENGL REPL 25005-WWHM 11/24/2025 10:54:55 AM Page 48 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 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 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 25005-WWHM 11/24/2025 10:54:55 AM Page 49 Predeveloped HSPF Message File 25005-WWHM 11/24/2025 10:54:55 AM Page 50 Mitigated HSPF Message File 25005-WWHM 11/24/2025 10:54:55 AM Page 51 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. 2005-2025; 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 25005-WWHM 11/24/2025 10:54:55 AM Page 52 TACO BELL - ARLINGTON PRELIMINARY DRIANAGE REPORT APPENDIX D - PRELIMINARY CIVIL PLAN TACO BELL -ARLINGTON, WA SW1/4 OF SE1/4 OF SEC.11,T31N,RK,W.M.,SNOHOMISH COUNTY,WA o P. Oec �Q- ov wAsy cG�� ASS/ONAL ECG 11/25/25 t CB/3-BLTERRA C�GPEtE PAVEMENT SURFACE o KSpHP� FL=132.80 ^ �EL=133.5 MIN. IE=129.30(81) n o m I ' RIM-133.60 IE'128.50(WW) _ =126.85(24'S) 14. L CRUSHED STONE r►1 �I E j O N TOP OF GALLERY � O EL=131.50 N s P 1 0 0 0 0 0 0 0 0 0 0 0 0 0 o TOP OF CHAMBERS (� " 1 EL=130.50 1 1 STORMTECH I w = INFILTRATION GALLERY I ❑ r►•I W rn - t P A MC-3500 CHAMBERS d CB/4- LTERRA BOT.OF CHAMBERS EL=1 0 EL=126.75 _ BOT.OF GALLERY o T 1 EL=126.00 �0 224�0 �kIlia) I Mnt'i r L GEOTEHTILE FABRIC PROJECT NO. CB{2-TY.2-48' TDG#25005 RIM-134.00/ DRAWN BY:OI IE=128.50(6'SW,B'E) IE=126.85(24A � 1 STORMTECH INFILTRATION GALLERY PAD o 6 �' CHECKED BY: C1.4 SCALE: N.T.S. PAD = I _ _ - 0 �5 oIa0 Z3 j1 -- Z co J U) Q � U) -- — — — J CL) CONCRE CONCRETE z CONCRETE WALK J 3: � I EX.12°CULVERT 137 w z - p ---- - � IE=1 p - _ D -- - p r -_ 1361J6_______�_�________---___-__-- Z CB/5-TY.1 ... 1co t37 '3 RIM=136.75 - U L IE=134.80(12'S) w Q IE=134.80(EX.12'W) N /IV// LCB/8-TY., N RIM-136.75 204TH STREET NE7ZL IE=134.90(12'14) 1 —1,= 20 ft. SHEET TITLE GRADING & STORM PLAN SHEET NO. LL C1 .4 ALTAINSPS LAND TITLE SURVEY FOR N0RTHWEST RESTAURANTS., INC. LEGAL DESCRIPTIONS: SCHEDULE B, PART I - EXCEPTIONS PER FIRST AMERICAN COMMITMENT" FOR TTTLE INSURANCE COMMITMENT No. 8111--6583476, PARCEL A OF BALDRIDGE BOUNDARY LINE ADJUSTMENT IN THE CITY OF ARLINGTON FILE No. 2-04-050-BLA, RECORDED JANUARY 10, 2005 UNDER RECORDING No.200501105157, DATED AUGUST 4, 2025: SNOHOMISH COUNTY, WASHINGTON. 1. ANY DEFECT, LIEN, ENCUMBRANCE, ADVERSE CLAIM, OR OTHER MATTER THAT APPEARS FOR THE FIRST TIME IN THE PUBLIC RECORDS OR 1S SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. CREATED, ATTACHES, OR IS DISCLOSED BETWEEN THE COMMITMENT DATE AND THE DATE ON WHICH ALL OF THE SCHEDULE B, PART 1-REQUIREMENTS ARE MET. SUBJECT TO AND/OR TOGETHER WITH ALL EASEMENTS, COVENANTS, RESTRICTIONS AND/OR AGREEMENTS OF RECORD, OR OTHERWISE. 2. TAXES OR ASSESSMENTS WHICH ARE NOT SHOWN AS EXISTING LIENS BY THE RECORDS OF ANY TAXING AUTHORITY THAT LEVIES TAXES OR ASSESSMENTS ON REAL PROPERTY OR BY THE PUBLIC RECORDS. ALTA/ACSM SURVEYORS CERTIFICATE: 3. ANY FACTS, RIGHTS, INTEREST, OR CLAIMS WHICH ARE NOT SHOWN BY THE PUBLIC RECORDS BUT WHICH COULD BE ASCERTAINED BY AN JENSEN'S KENT PRAIRIE FARM, LLC, A WASHINGTON LIMITED LIABILITY COMPANY, AS TO PARCEL A; THEIR SUCCESSORS AND ASSIGNS AND FIRST AMERICAN TITLE COMPANY THIS IS INSPECTION OF THE LAND OR BY MAKING INQUIRY OF PERSONS IN POSSESSION THEREOF TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2021 MINIMUM STANDARD DETAIL REQUIREMENTS FOR 4. EASEMENTS, CLAIMS OF EASEMENT OR ENCUMBRANCES WHICH ARE NOT SHOWN BY THE PUBLIC RECORDS. ALTA/NSPS LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS AND INCLUDES ITEMS 1, 2, 3, 4, 5, 7(A)(B)(C), 8, 9, 10, 11(A)(B), 12, 13, 14, 15, 16, 17, 18, 19 AND 20 (SANIT Y/S RM RIMS AND INVERTS FOR PROPERTY, AND 1 AND UP AND DOWNSTREAM MINIMUM) OF TABLE "A" THEREOF, THE FIELD WORK WAS COMPLETED 5, DISCREPANCIES, CONFLICTS IN BOUNDARY LINES, SHORTAGE IN AREA, ENCROACHMENTS, OR ANY OTHER FACTS WHICH A CORRECT SURVEY IN 0CTOBER OF 2025, WOULD DISCLOSE, AND WHICH ARE NOT SHOWN BY THE PUBLIC RECORDS. 6. (A) UNPATENTED MINING CLAIMS; (B) RESERVATIONS OR EXCEPTIONS IN PATENTS OR IN ACTS AUTHORIZING THE ISSUANCE THEREOF; (C) WATER JEROM DE EYEft, PLS M:....,,, RIGHTS, CLAIMS OR TITLE TO WATER, DITCH OR DITCH RIGHT, WHETHER OR NOT THE MATTERS EXCEPTED UNDER (A), (8), OR (C) ARE SHOWN BY c "pF WAS ' THE PUBLIC RECORDS; (D) INDIAN TRIBAL CODES OR REGULATIONS, INDIAN TREATY OR ABORIGINAL RIGHTS, INCLUDING EASEMENTS OR EQUITABLE REGISTRATION No. 50982 DATED: L �Z . �� SERVITUDES. 7. ANY LIEN OR RIGHT TO A LIEN FOR SERVICES, LABOR, EQUIPMENT OR MATERIAL OR MEDICAL ASSISTANCE, UNLESS SUCH LIEN IS SHOWN BY ALTA/ACSM TABLE "A' NOTES AND REFERENCES: t THE PUBLIC RECORDS AS OF DATE OF POLICY. 1. ALL MONUMENTS HAVE BEEN SET OR FOUND 8Y THIS SURVEY IN OCTOBER OF 2025 AND ARE SHOWN ON SHEET 2. 50982 8. ANY SERVICE, INSTALLATION, CONNECTION, MAINTENANCE, CONSTRUCTION, TAP OR REIMBURSEMENT CHARGES/COSTS FOR SEWER, WATER, ISTER� GARBAGE OR ELECTRICITY. 2. ADDRESS(ES) ARE SHOWN ON SHEET 2. 9. ANY AND ALL OFFERS OF DEDICATION, CONDITIONS, RESTRICTIONS, EASEMENTS, BOUNDARY DISCREPANCIES OR ENCROACHMENTS, NOTES AND/OR 3. FLOOD ZONE CLASSIFICATION IS NOT APPLICABLE FOR THIS PARCEL. PROVISIONS SHOWN OR DISCLOSED BY SHORT PLAT OR PLAT OF JENSEN FARM DIVISION 1 RECORDED IN VOLUME 60 OF PLATS, PAGE(S) 32-35. 4. GROSS LAND AREA 1S SHOWN ON SHEET 2. 10. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN: IN FAVOR OF: PUBLIC UTILITY DISTRICT 1 OF SNOH0MISH COUNTY PURPOSE: ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM 5. VERTICAL RELIEF WITH THE SOURCE OF INFORMATION SHOWN ON SHEET 2. VERTICAL DATUM IS NAVD 88. RECORDED: AUGUST 26, 1955 RECORDING No.: 1157911 7. (A) EXTERIOR DIMENSIONS OF ALL BUILDINGS AT GROUND LEVEL. NO BUILDINGS EXISTED AT THE TIME OF THIS SURVEY. SURVEYOR'S NOTE. INSUFFICIENT GEOMETRY TO PLOT. (8) SQUARE FOOTAGE OF ALL BUILDINGS: NO BUILDINGS EXISTED AT THE TIME OF THIS SURVEY. (C) MEASURED HEIGHT OF ALL BUILDINGS ABOVE GRADE AT A LOCATION SPECIFIED BY THE CLIENT: IF NO LOCATION IS SPECIFIED, THE POINT OF MEASUREMENT SHALL BE 11. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "RIGHT OF WAY CONTRACT" IDENTIFIED. NO BUILDINGS EXISTED AT THE TIME OF THIS SURVEY. RECORDED: OCTOBER 23, 1961 RECORDING No.: 1491152 B. SUBSTANTIAL FEATURES OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK AREA SHOWN ON SHEET 2. SURVEYOR'S NOTE: INSUFFICIENT GEOMETRY TO PLOT. 9. NUMBER AND TYPE OF CLEARLY IDENTIFIABLE PARKING SPACES ON SURFACE PARKING AREAS, LOTS, AND IN PARKING STRUCTURES. STRIPING OF CLEARLY IDENTIFIABLE PARKING 12. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN. IN FAVOR OF. PUBLIC UTILITY DISTRICT 1 OF SNOHOMISH COUNTY SPACES ON SURFACE PARKING AREAS AND LOTS. NO PARKING SPACES EXISTED ON SITE AT THE TIME OF THIS SURVEY. PURPOSE: ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM RECORDED: NOVEMBER 03, 1993 10. AS DESIGNATED BY THE CLIENT, A DETERMINATION OF THE RELATIONSHIP AND LOCATION OF CERTAIN DIVISION OR PARTY WALLS WITH RESPECT TO ADJOINING PROPERTIES. NO RECORDING No.: 9311030447 DIVISION OR PARTY WALL EXISTED AT THE TIME OF THIS SURVEY. SURVEYOR'S NOTE: EASEMENT NOW LIES WITHIN 20' UTILITY EASEMENT — AFN 9509235002 LYING ADJACENT TO 204TH ST. NE. 11. EVIDENCE OF UNDERGROUND UTILITIES EXISTING ON OR SERVING THE SURVEYED PROPERTY IS SHOWN ON SHEET 2 BY OBSERVED EVIDENCE: 13. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "RESTRICTIVE COVENANT" (A) PLANS AND/OR REPORTS WERE PROVIDED BY CLIENT (WITH REFERENCE AS TO THE SOURCES OF INFORMATION). NOT APPLICABLE RECORDED: NOVEMBER 19, 1996 (B) MARKINGS COORDINATED BY THE SURVEYOR PURSUANT TO A PRIVATE LOCATE REQUEST IS SHOWN ON SHEET 2. RECORDING No.: 9611190047 SURVEYOR'S NOTE. DOCUMENT EXPIRED 09-09-2016 12. AS SPECIFIED BY THE CLIENT, GOVERNMENTAL AGENCY SURVEY—RELATED REQUIREMENTS (E.G., HUD SURVEYS, SURVEYS FOR LEASES ON BUREAU OF LAND MANAGEMENT MANAGED LANDS). THE RELEVANT SURVEY REQUIREMENTS ARE TO BE PROVIDED BY THE CLIENT OR CLIENT'S DESIGNATED REPRESENTATIVE. 14. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "VOLUNTARY MITIGATION AGREEMENT" RECORDED: MARCH 25, 1994 13. NAMES OF ADJOINING OWNERS ACCORDING TO CURRENT TAX RECORDS IS SHOWN ON SHEET 2. RECORDING No.: 9403250743 �. SURVEYOR'S NOTE: NOT APPLICABLE, DOES NOT AFFECT THIS PARCEL. 14. AS SPECIFIED BY THE CLIENT, DISTANCE TO THE NEAREST INTERSECTING STREET IS SHOWN ON SHEET 2. 15. TERMS, COVENANTS, CONDITIONS, RESTRICTIONS, EASEMENTS, BOUNDARY DISCREPANCIES AND ENCROACHMENTS AS CONTAINED IN RECORDED 15. NOT USED BY THIS SURVEY, NOT APPLICABLE. RECTIFIED ORTHOPHOTOGRAPHY, PHOTOGRAMMETRIC MAPPING, REMOTE SENSING, AIRBORNE/MOBILE LASER SCANNING AND OTHER LOT LINE ADJUSTMENT (BOUNDARY LINE REVISIONS): SIMILAR PRODUCTS, TOOLS OR TECHNOLOGIES AS THE BASIS FOR SHOWING THE LOCATION OF CERTAIN FEATURES (EXCLUDING BOUNDARIES) WHERE GROUND MEASUREMENTS ARE RECORDED: JANUARY 10, 2005 NOT OTHERWISE NECESSARY TO LOCATE THOSE FEATURES TO AN APPROPRIATE AND ACCEPTABLE ACCURACY RELATIVE TO A NEARBY BOUNDARY. THE SURVEYOR MUST (A) DISCUSS RECORDING No: 200501105157 THE RAMIFICATIONS OF SUCH METHODOLOGIES (E.G., THE POTENTIAL PRECISION AND COMPLETENESS OF THE DATA GATHERED THEREBY) WITH THE INSURER, LENDER, AND CLIENT PRIOR TO THE PERFORMANCE OF THE SURVEY, AND (B) PLACE A NOTE ON THE FACE OF THE SURVEY EXPLAINING THE SOURCE, DATE, PRECISION, AND OTHER RELEVANT 16. THE TERMS AND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED "EASEMENT AGREEMENT" QUALIFICATIONS OF ANY SUCH DATA. RECORDED: AUGUST 26, 2005 RECORDING No.: 200508260877 16. NO EVIDENCE OF RECENT EARTH MOVING WORK, BUILDING CONSTRUCTION, OR BUILDING ADDITIONS WAS OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK. SAID INSTRUMENT IS A RE—RECORD OF RECORDING No. 200503090656 17. PROPOSED CHANGES IN STREET RIGHT OF WAY LINES, IF SUCH INFORMATION 1S MADE AVAILABLE TO THE SURVEYOR BY THE CONTROLLING JURISDICTION. NO EVIDENCE OF 17. THE FOLLOWING DEEDS AFFECTING THE PROPERTY HEREIN DESCRIBED HAVE BEEN RECORDED WITHIN 36 MONTHS OF THE EFFECTIVE DATE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS OBSERVED IN THE PROCESS OF CONDUCTING THE FIELDWORK. NO EVIDENCE OF RECENT CONSTRUCTION WAS OBSERVED THIS COMMITMENT: NONE AT THE TIME OF THIS SURVEY ADJACENT TO THESE PARCELS. 18. WE DON'T FIND ANY VOLUNTARY LIENS OF RECORD AFFECTING SUBJECT PROPERTY. INQUIRE A5 TO THE EXISTENCE OF ANY UNRECORDED LIEN 18. PURSUANT TO SECTIONS 5 AND 6 (AND APPLICABLE SELECTED TABLE "A" ITEMS, EXCLUDING TABLE "A" ITEM 1), INCLUDE AS PART OF THE SURVEY ANY PLOTTABLE OFFSITE OR OTHER INDEBTEDNESS WHICH COULD GIVE RISE TO ANY SECURITY INTEREST IN THE SUBJECT (I.E., APPURTENANT) EASEMENTS DISCLOSED IN DOCUMENTS PROVIDED TO OR OBTAINED BY THE SURVEYOR IS SHOWN ON SHEET 2. PROPERTY. 19. PROFESSIONAL LIABILITY INSURANCE POLICY OBTAINED BY THE SURVEYOR IN THE MINIMUM AMOUNT OF $1,000,000.00 TO BE IN EFFECT THROUGHOUT THE CONTRACT TERM. CERTIFICATE OF INSURANCE TO BE FURNISHED UPON REQUEST, BUT THIS ITEM SHALL NOT BE ADDRESSED ON THE FACE OF THE PLAT OR MAP. SURVEYOR'S NOTES: 20. SANITARY/STORM RIMS AND INVERTS FOR PROPERTY, 1 AND UP AND DOWNSTREAM MINIMUM IS SHOWN ON SHEET 2. 1. "O" DENOTES 518 INCH REBAR WITH 1 INCH PLASTIC CAP MARKED "NWS & GPS 49276 & 50962" SET BY THIS SURVEY. 2. "®" DENOTES NAIL WITH FLASHER MARKED "NWS & GPS LS.49276 & 50982" SET IN PAVEMENT BY THIS SURVEY. 3. "0" DENOTES REBAR AND CAP MARKED "HALVORSON LS.44632" FOUND BY THIS SURVEY. 4. "W" DENOTES CALCULATED POINT ONLY. 5. THIS SURVEY WAS PERFORMED BY STANDARD FIELD TRAVERSE USING A GEOMAX Z00M90 TOTAL STATION WITH A CARLSON SURVEYOR 2 COLLECTOR/FIELD COMPUTER IN OCTOBER OF 2025. ACCURACY EXCEEDS 1:10000. i VICINITY MAP '_.-------._._._ —._._._._._._._. 6. THIS SURVEY TIED INTO STREET MONUMENTATION AND LOT CORNERS AS SHOWN AND RELIED UPON THIS SURVEY FOR BASIS OF BEARINGS. N.T.S. '`= ~ �:ti.• ,�� I I 7. THIS SURVEY WAS COMPLETED WITH THE BENEFIT OF FIRST AMERICAN COMMITMENT FOR TITLE INSURANCE COMMITMENT No. 81 1 1-6583476, i �`,,; -_~~ •`� i 1 1 DATED AUGUST 4, 2025. i ► `" -1 8. VERTICAL DATUM = NAVD 88 AND IS DERIVED FROM WSDOT MONUMENT ID 1488. I I 9. CONTOUR INTERVALS ARE 1 FOOT. CONTOURS ARE COMPUTER GENERATED FROM GROUND FIELD TOPOGRAPHY GATHERED FOR THIS SURVEY. _ S - , �`1' I I PORTION OF THE SW 1 4 SE 114, SECTION 11, ALTA NSPS LAND TITLE SURVEY 2041F1 ST NE _ - _ _ _ TOWNSHIP 31 NORTH, RANGE 5 FAST OF W.M, FOR ----I - 1�^-- 1 SNOHOMISH COUNTY, WASHINGTON NORTHWEST RESTAURANTS, INC. NORTHWEST SURVEYING & GPS, INC. BRETT 1012912025 25-423 y� -- ---- ! Jeromy M. DeMeyer, L.S. No.5O982 ------ ---- i SECTION 11, TOWNSHIP 31 NORTH, Brett W. De Vries, L.S. No.49276 REVIEWED BY: DfR: 31 -05\113105 SHE _. ! RANGE 5ASI' OF W.M. 407 5TH ST, LYNDEN WASHINGTON, 98264 1 OF 2 _._._._._._._ 3 PH.(360) 354-1950 NWSURVEY.COM JEROMY CRD: 113105GP.CRO ALTAI NSPS LAND TITLE SURVEY FOR NORTHWEST RESTAURANTS INC. y' G o5o VIEW NOLYM�ORTIC P NEC % 30� PARCEL ID: 1 i• _ ,_._,_._,_,_,_,,.,_,_,_._.-,_._._,_,-,-,_,_,_--,,.._._._....,. _._,_._,_ ,_,_,_,_._,_,_.......... ,-„ 00847300001300 LOT 13 ' SSMH RIM EL=134. 30' ACCESS & UTILITY EASEMENT ,•,,.••'��2 EXTRUDED ............. U i 1 r AFN 9509285002 & „ RIABLE WIDTH AFN 200508260877 Y- I CL CHANNEL S-E-W CURB PAVEMENT "� so I IE=125A' = s, -»_______________________ __ � - CONCRETE i CL CHANNEL _____________________.» __-- S 89'14 31 E 138.23 _-- _ _ i-- N IE =125.2' -----_-___ ------ ---------- VA -S•-•- S----S-----s-,=--s----s----s--- ...._s---.._s--_--s»-__s-___ ___5 _ ss -s----s--L-s--- SSMHRIM EL=131.91' - - _ ___._._.-._._._._.-._._._,_.-._.-_._._._....._._._.._....._._._. _._ -so-- cB -sr;'- •- .�.. CL CHANNEL E-W WITNESS CORNER: SET CAPPED -.- ' IE=123,3' i SD1 ................. i REBAR ON LINESOUTH.j CL CHANNEL zn7 i TBM EL-134.50' N IE =123.5' PARCEL B # ,•• �'� " SEE SHEET 1 FOR SURVEY NOTESC. LOT 1 t t- J 133'' o LEGEND: i i j a sD2 ca _Scl NATURAL GAS LINE ���}s'z r S 9" MAPLE GRASS i 2 : ��•, STORM DRAIN LINE �, ,�t w y 1� WATER LINE SANITARY SEWER LINE 3` j ` SD4 C8 -�--- 50982 I I I� C8 SD3 .FGISTER + --P----P----P--- OVERHEAD POWER LINE + I r� ► \ LA r- ! ..U�___.. _ UNDERGROUND POWER LINE M ! j r3S 01 ! FIB OP. UNDERGROUND COMMUNICATION LINE , �• t EDGE OF PAVEMENT a PARCEL A f <><><><><><><> QUARRY SPALLS m o ! •, ! o r --•- POWER POLE w DRaP o i � �• OREILLY AUTO r v o 27,645 SF i., �' ENTERPRISES LLC 204TH ST NE f " i 7815 204TH ST NE FOUND r 'Q FIRE HYDRANT EJD PLC p W �'1 PARCEL ID: j i CASED 7715 204TH ST NE N '`� 00847300000200 i MAPLE PARCEL ID: MONUMENT r pq WATER VALVE PARCEL ID: i 00847300000100 La i ® WATER METER 00847300000300 LUMINAIRE LIGHT 12" MAPLE r I o f COMMUNICATION PEDESTAL COMMUNICATION PULL BOX t 5� rj1 a- 1 PV POWER VAULT SD6 ul f POWER TRANSFORMER PAD N ! !! J, !r m IRRIGATION BOX , j ► SD5 o co w j SIGN .......,. i EASEMENT NOTES: Ics r E1 20'X40' ACCESS EASEMENT PER AFN 9509285002 ! -20 �s f E3 20'X40' ACCESS EASEMENT PER AFN 9509285002 MOVED 10' TO E2 EAST PER BALDRIDGE BOUNDARY LOT LINE ADJUSTMENT, •yN GRASS p y £3 25X40' ACCESS EASEMENT PER AFN 200508260877. ` ----------------------- PV _ i - - -i-�---- \�� 20' UTILITY EASEMENTPV I- PT \ _--u _/ i E1 E1 [H] -uoP-_ O i �+ -uca- _ ..a,aP--_-UW-_ ...CGP__ ! N AFN 9509285002 j O i - -ucP-- -- -uo� PV \ k ' _yr� __ _ OP+'---FIB OP \�•�� -P----P----P---P----P---!P» _ ,f?_..,_:p_ -P----P f -P_ -P-___ ,c _� ...} r..r„->-- .._.,.. yy____ �� _ --______------- ------------------------------ -_-----_-_-___-_ J�: i „ 136 .., N ---p____p p-. .�.... .»_ _P��• 89'14'31"W J25.37' -P- 4°" _p .. s�aiP==dig rla-oP- --- -P----P--- P-.=--- tw.,-' CONCRETE WALK i 137............................:" �. owo fo......................... O m _, SWALE ........................136• i SWALE O oj� " ......................................................................136...............:::..::::::...............................,,,. !g 138......... J�0 mo- 12 CMP .......................................t .............,.....137............,.. „f�,.. G IE=134.8' FOUND CASED I r� MONUMENT • - -- -----_-._ .� _ _ S 89'1431"E 334.55' BASIS OF BEARNYGS) t STORM DRAIN INFORMATION: 204TH ST N.E. _ '�. DOUBLE YELLOW STRIPWG SDCB SOLID SDCB BEEHIVE RIM EL=136.0' 6" PVC STUB RIM EL=136.0' O O 12" PVC NE fE=135,5' Sp6 TOP EL=135.9'8" PVC E IE=128.7' SD3 16" PVC TOP=135.5' INV IE=134.2' So, 6" PVC S IE=129.2'8" PVC W IE=128.8' SDCB SOLID RIM EL=137.0' PORTION OF THE SW 114 SE 114, SECTION 11, ALTA/NSPS LAND TITLE SURVEY 12" PVC N IE=132.0' TOWNSHIP 31 NORTH RANGE 5 EAST OF W.M, FOR SDCB SOLID RIM EL=135.8' SD4 12" PVC E iE=132.d o 20 40 ' NORTHWEST RESTAURANTS INC. " " . curve Radius Length Delta SNOHOMISH COUNTY, WASHINGTON 12 PVC S IE=132.0 12 PVC SW IE=132.8 O 12" PVC W I E=132.6' I Cl 1 560,00 12.86 1'18 57 DATE: DRAWN BY. JOB No.: SD2 12" PVC NE IE=132.7' SDCB BEEHIVE RIM EL=137.0' SCALE: 1 INCH a 20 FEET 12" PVC E IE=132.0' Spy 12" PVC NE IE=138.9' NORTHWEST SURVEYING & GPS, INC. gRE7T 1012912025 25-423 16" PVC TOP=136.5' BASIS of BEARINGS = Jeromy M. DeMeyer, L.S. No.50982 (S 89 ST N.E.EBrett W. De Vries, L.S. No.49276 , (S 89'14'31"E} 407 5TH ST, LYNDEN WASHINGTON, 98264 REVIEWED BY: DIR: 31 -05\113105 VERTICAL DATUM = NAVD 88 PH.(360) 354-1950 NWSURVEY,COM JEROMY CRD: 113105GP.CRD 2 OF 2