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APPROVED PLN STM RESUB 4-Storm_Drainage_ReportStine Residence 21702 98th Avenue West, Edmonds, WA 98020 BLD 2021-0622 RESUB Jan 27 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Stormwater Technical Information Report January 2022 COMPLIES WITH APPLICABLE CITY STORMWATER CODE A2/3/2022 iqConsulting Engineers Reviewed for consistency with critical area codes in ECDC 23.40 and 23.80. APPROVED BY PLANNING vwa"Ivlt�- Feb 08 2022 Stormwater Technical Information Report January 2022 Prepared for: Todd Stine 21702 98th Avenue West Edmonds, WA 98020 Phone: (206) 419-3629 Prepared by: KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 Phone: (206) 622-5822 KPFF Project No. 2100167 Jenifer Clapham, PE Sam Brick, EIT pF WASH 1-z ,0 407 9 �0 -01-26 � o� `'� TER��v�' �SSIONAL E��l Stine Residence — Todd Stine I This page left intentionally blank KPFF Consulting Engineers Table of Contents 1. Project Overview....................................................................................................... ExistingConditions................................................................................................... ProposedConditions................................................................................................. 2. Stormwater Site Plan................................................................................................ Construction Stormwater Pollution Prevention......................................................... Element 1: Preserve Vegetation/Mark Clearing Limits ...................................... Element 2: Establish Construction Access........................................................ Element 3: Control Flow Rates.......................................................................... Element 4: Install Sediment Controls................................................................ Element 5: Stabilize Soils.................................................................................. Element 6: Protect Slopes................................................................................. Element 7: Protect Drain Inlets.......................................................................... Element 8: Stabilize Channels and Outlets....................................................... Element 9: Control Pollutants............................................................................ Element 10: Control De-Watering..................................................................... Element 11: Maintain BMPs.............................................................................. Element 12: Manage the Project....................................................................... Element 13: Project Low Impact Development BMPS....................................... Source Control of Pollution....................................................................................... Preservation of Natural Drainage Systems and Outfalls.......................................... UpstreamAnalysis............................................................................................. Downstream Analysis......................................................................................... On -Site Stormwater Management............................................................................ RunoffTreatment...................................................................................................... FlowControl.............................................................................................................. WetlandsProtection.................................................................................................. Operationsand Maintenance.................................................................................... 3. Conveyance.............................................................................................................. 4. Declaration of Covenant and Bond Quantities.......................................................... Declaration of Covenant........................................................................................... BondQuantities........................................................................................................ Stine Residence — Todd Stine III List of Figures Figure1-1: Project Vicinity Map........................................................................................................................... 1 Figure 2-1: January 2022 Rainfall Data................................................................................................................ 6 Figure 2-2: Pond Conditions 12/19/2021.............................................................................................................. 7 Figure 2-3: Pond Conditions 01/03/2022.............................................................................................................. 7 Figure 2-4: Pond West Edge 01/03/2022............................................................................................................. 8 Figure 2-5: Pond North Edge 01/03/2022............................................................................................................ 8 Figure 2-6: Pond Conditions 01/17/2022.............................................................................................................. 9 Figure 2-7: Pond West Edge 01/17/2022............................................................................................................. 9 Figure 2-8: Existing Seasonal Pond in March 2021........................................................................................... 10 Figure 2-9: West Property Line in August 2021................................................................................................. 10 Figure 2-10: View Downstream to Neighbor's Property..................................................................................... 11 Figure 2-11: Ninth Avenue South Drainage Point.............................................................................................. 11 Figure 2-12: Existing Catch Basin...................................................................................................................... 12 Figure2-13: LID Performance Graph................................................................................................................ 13 List of Tables Table 1-1: Project's Existing Areas... Table 1-2: Project's Proposed Areas List of Appendices Appendix A — List of Figures Appendix B — Site Maps Appendix C — Civil Site Plans Appendix D — Project Requirements Appendix E — Modelling Results Appendix F — Conveyance Calculations Appendix G — Geotechnical Report Appendix H — Declaration of Covenant Appendix I — Operations and Maintenance 2 3 KPFF Consulting Engineers IV 1. Project Overview This project proposes improvements to an existing single-family residential site of approximately 0.58 acres in Edmonds, Washington. The site is bounded by 98th Avenue West to the east and other single-family properties to the north, south, and west. Refer to Figure 1-1 for a project vicinity map. Figure 1-1: Project Vicinity Map The proposed site improvements will add a new driveway, garage, and deck to the existing single-family home on the east side of the site. The project will comply with the requirements of the 2014 Stormwater Management Manual for Western Washington (SWMMWW) and the 2017 City of Edmonds Stormwater Addendum. Refer to Appendix A for the following figures, as required by the SWMMWW: (1) Topographic Site Map (Survey) (2) Soils Map EXISTING CONDITIONS Per SWMMWW Section 1-1.3.1.1, a survey and soils report were prepared as part of an initial site analysis. Refer to Appendix A for the site survey, prepared by Greene Land Surveying on March 27, 2019. Refer to Appendix G for the soils report, prepared by Hart Crowser on October 13, 2021. Stine Residence — Todd Stine The site currently includes an existing single-family home with a carport and short driveway on the east side of the property. The west side of the property consists primarily of landscaped grass and plantings with a maximum slope of approximately 1:1. There is an existing landscape/seasonal pond on the west side of the site. Existing surface types and coverage areas are shown in Table 1-1. Table 1-1: Project's Existing Areas Surface Designation Area (square feet) Impervious Surface 4,218 Pervious Surface 20,906 Total 25,125 There is a spring noted on the survey and observed on -site near the south edge of the property resulting in shallow, saturated conditions for a path of approximately 95 feet along the toe of the existing steep slope. The spring flow path continues toward the west, parallel to the south property line, and is assumed to contribute to the existing pond, located along the west property line, via subsurface flow. The west pond has seasonal water present and collects neighboring runoff. The pond is assumed to be hydrologically connected to the groundwater table, per the geotechnical report. Surface and subsurface flows on the site appear to drain west toward the pond. As part of this project, the pond will be reconfigured and relocated. Refer to the "proposed conditions" section below for a detailed description of the updated landscape pond. During larger rainfall events, the owner has not observed a condition where the ponding has extended beyond the project property. Should a large enough event occur, runoff that would exceed the pond's capacity and infiltration ability would discharge to the adjacent property to the north, then possibly to the west. Refer to the downstream analysis for documentation of an observed large event. Refer to Appendix B for an existing conditions map. PROPOSED CONDITIONS The proposed site improvements will include a new driveway, attached garage extension, landscape improvements, reconfiguration of the pond, and new porch. The existing carport will be demolished, and walled landscape planters will be added on the south side of the site. The rest of the area will remain landscaped plantings, but grading changes will be implemented. The proposed surface types and areas are shown in Table 1-2. The existing residential structure on -site will not be altered. However, the downspouts' routing will be modified to collect roof drainage for owner's reuse. As a result, the roof area is included as new/replaced impervious surface, per City of Edmonds stormwater requirements. KPFF Consulting Engineers 2 Table 1-2: Project's Proposed Areas Surface Designation Area (square feet) New/Replaced 6,912 Impervious Surface Existing 115 Impervious Surface Pervious Surface 18,098 Total Land -Disturbing Area 25,125 Infiltrating trenches are being implemented, as suggested by the geotechnical report, to mitigate runoff from the upstream contributing area. These infiltrating trenches meet the low -impact development (LID) performance standard for on -site stormwater management. Refer to the on -site stormwater management section of the report for infiltrating trench design details and an explanation of the relationship between the trenches and the groundwater table. Refer to the geotechnical report in Appendix G for more details on infiltration rates and an explanation of the impact of these trenches on slope stability. The reconfiguration of the existing seasonal pond will consist of shifting the pond slightly west and reshaping it, while mimicking the existing drainage patterns for this area. The existing pond has a total footprint of 311 square feet and a volume of 516 cubic feet, while the proposed pond has a total footprint of 440 square feet and a volume of 530 cubic feet. The proposed pond will mitigate overflow from the proposed infiltrating trenches, as well as groundwater and surface water collected by site wall drains, and adjacent property contributing flow, as it does in existing conditions. The infiltrating trenches are anticipated to potentially reduce flow toward the pond, as the upstream contributing area will be provided the opportunity to infiltrate and be stored prior to reaching the pond. The flows that may reach the pond will be conveyed through a combination of surface and subsurface flows, mimicking existing conditions. The exact flow paths will be reconfigured with the proposed project, but the total contributing area will match existing conditions. The spring, which originates on the south side of the property, will be routed via wall drains in the proposed landscape planters. The drain will be placed at the same elevation as the existing spring, so that the water can be collected and drained to the reconfigured pond, mimicking existing drainage patterns, and providing a stabilized routing of the spring water beyond the toe of the existing steep slope. Refer to Appendix B for a proposed conditions map. This project is required to meet Minimum Requirements 1-9 per the SWMMWW, Chapter 1-2. Per the City of Edmonds stormwater addendum, the project is defined as a Category 2 since Minimum Requirements 1-9 are required. These nine requirements are listed below, and solutions are explained in Section 2 of this report. Refer to Appendix D for an annotated project requirements flow chart. (1) Preparation of Stormwater Site Plans (2) Construction Stormwater Pollution Prevention (3) Source Control of Pollution Stine Residence - Todd Stine 3 (4) Preservation of Natural Drainage Systems and Outfalls (5) On -Site Stormwater Management (6) Runoff Treatment (7) Flow Control (8) Wetlands Protection (9) Operation and Maintenance 2. Stormwater Site Plan CONSTRUCTION STORMWATER POLLUTION PREVENTION Per the SWMMWW, Section 1-2.5.2, all projects that result in 2,000 square feet or more of new plus replaced hard surface area or that disturb 7,000 square feet or more of land must prepare a Construction Stormwater Pollution Prevention (SWPP) Plan. This plan shall address the following 13 elements of Construction Stormwater Pollution Prevention. Refer to sheets C1.0 and C1.1 in Appendix C for Temporary Erosion and Sediment Control (TESC) plan and details. Element 1: Preserve Vegetation/Mark Clearing Limits Natural vegetation will be preserved on -site to the degree possible, and clearing limits will be clearly marked on -site before beginning land -disturbing activities. Element 2: Establish Construction Access A stabilized construction entrance will be included on the east end of the site during construction. The entrance shall be 50 feet long, per City of Edmonds standards for a site under 1 acre. Element 3: Control Flow Rates The velocity and peak volumetric flow rate of stormwater runoff will not significantly increase with the proposed project. Surface water is being managed with wattles to minimize velocity. Therefore, no Best Management Practices (BMPs) are required to mitigate construction flow rates. Element 4: Install Sediment Controls Wattles and silt fences will be used to control sediment and minimize discharge from the site. No sediment trap is required per the SWMMWW, as the proposed construction does not significantly increase runoff and soils will be stabilized as described below. Element 5: Stabilize Soils The contractor shall implement plastic covering and erosion control fabric as needed to stabilize soils on -site. Soils shall not remain exposed and unworked for more than seven days during the dry season or two days during the wet season. Element 6: Protect Slopes Wattles shall be used to protect steep slopes on the west of the site and prevent run-on from the adjacent properties to the north and south. Wattles shall be designed and placed per City of Edmonds standard detail ER-903. KPFF Consulting Engineers 4 Element 7: Protect Drain Inlets There are no drain inlets present on the property or directly adjacent to site access. Element 8: Stabilize Channels and Outlets There will be no channels and outlets during construction which will require stabilization. Element 9: Control Pollutants The contractor shall provide cover, containment, and protection from pollutants as required. Element 10: Control De -Watering Dewatering water encountered during construction is expected to be infiltrated on -site. If further dewatering is required, the contractor shall implement dewatering BMPs as needed. Element 11: Maintain BMPs The contractor shall maintain and repair all BMPs as needed to assure continued performance of their intended functions and shall remove all BMPs within 30 days of when the BMPs are no longer needed. Element 12: Manage the Project Contractor shall inspect, maintain, and repair all BMPs as needed and adhere to all seasonal work limitations per the SWMMWW and City of Edmonds Code. Element 13: Project Low Impact Development BMPs Not applicable to project site. SOURCE CONTROL OF POLLUTION Per the SWMMWW, Section IV-2.1, operational source control BMPs are not required for single-family residential projects. PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS Natural drainage patterns will be maintained on -site to the extent possible. Per the SWMMWW, Section I- 2.5.4, runoff by the proposed project must be discharged as follows: • If the 100-year peak discharge is less than or equal to 0.5cfs (0.75 cfs using 15-minute time steps) under existing conditions and will remain less than or equal to 0.5 cfs under -developed conditions, then the concentrated runoff may be discharged through a dispersal trench or other dispersal system, provided the applicant can demonstrate that there will be no significant adverse impact to downhill properties or drainage systems. The existing 100-year peak discharge from the site is 0.21 cfs and the proposed 100-year peak discharge is 0.29 cfs. Refer to Appendix E for modelling results. Per the Edmonds Stormwater Addendum, Section 6.2, all projects subject to this minimum requirement must submit an off -site analysis. For Category 2 projects, or those required to meet minimum requirements 1-9, this analysis shall be qualitative and assess potential off -site impacts of stormwater discharges. The qualitative analysis is broken into an upstream analysis and a downstream analysis, both explained below. Stine Residence — Todd Stine Upstream Analysis Stormwater enters the site from the north and south adjacent properties. To the east, a vertical curb and grades prevent runoff from entering the site. Refer to Appendix A for a map of contributing areas per City of Edmonds GIS. Downstream Analysis For most rainfall events, the runoff drains to the seasonal pond and infiltrates through this depression on the west end of the site. During large rainfall events, ponding extends beyond the pond limits and close to the adjacent parcel prior to infiltrating. The owner observed pond conditions before, during, and after, a major rainfall event in January 2022. This event occurred after high rainfall in December, saturated soil, and snow melt. Per Figure 2-1, the area experienced nearly 2" of rainfall on January 3, 2022, which compounded on the already wet conditions. 479•N ,»"•'y Everett. WA Weather History 37• SNOHOMISH COUNTY STATION ( CHANGE V T <A- ID.DAY CALENDAR Ni70RY WUNDERMAP Jenuwry 3 2W2 L 07 Mon 03 JnW J"06 ♦S li Pam`) 3! i (W) 33'f — TffrVWae►a (Mu) = Te"Waeae (Aep) = Tv"ame tWMI tmn +s gevr. � wecp � PRupaw) rs 24 mpP WInC IMu) l.�02 Mont —0. A --ar J.i00 Figure 2-1: January 2022 Rainfall Data Figure 2-2 shows the pond conditions on December 19, 2021. This photo shows that the pond level is slightly elevated but is not overflowing into the neighboring property. This condition was observed prior to the large precipitation events in late December and early January, but after above average rainfall in early December. KPFF Consulting Engineers 6 Figure 2-2: Pond Conditions 1211912021 Figures 2-3, 2-4, and 2-5 show the pond conditions on January 3, 2022, after a large rain event compounded on wet conditions and snow melt. The pond footprint has expanded but still does not expand over the west edge of the property. The water comes close to the north edge of the property but is still contained during this event. Figure 2-3: Pond Conditions 01/03/2022 Stine Residence — Todd Stine 7 Figures 2-6 and 2-7 show the pond conditions on January 17, 2022. The pond has receded significantly following the major rainfall events, as the rainwater has infiltrated into the underlying soil. Figure 2-6: Pond Conditions 01/17/2022 - ,�.5 ., Taw' ,.1 n }��,• Figure 2-7: Pond West Edge 01/17/2022 Should overflow occur, water may continue draining north then to the west, onto the neighboring properties, until it reaches Ninth Avenue South. Runoff could drain to the north until it reaches a catch basin on the east flow line of Ninth Avenue, per City of Edmonds GIS. This catch basin connects to a 12-inch concrete storm main, which runs north for greater than 1/4 mile. However, this downstream drainage pattern has never been observed by the property owner and would only occur during an extreme event. Refer to Appendix A for a map of the existing stormwater infrastructure. Stine Residence — Todd Stine 9 The proposed modifications reconfigure the existing seasonal pond, but maintain the existing flow paths and drainage conditions. Negative impacts to the downstream conditions are not anticipated. Figures 2-8, 2-9, and 2-10 show the existing seasonal pond, the west property line, and the view looking downstream to the neighboring property. Figure 2-8: Existing Seasonal Pond in March 2021 Figure 2-9: West Property Line in August 2021 KPFF Consulting Engineers 10 Figure 2-10: View Downstream to Neighbor's Property Figures 2-11 and 2-12 below show the conditions on Ninth Avenue South, per Google Maps' street view. Figure 2-11: Ninth Avenue South Drainage Point Stine Residence — Todd Stine 11 I# Figure 2-12: Existing Catch Basin The proposed site development is not anticipated to negatively impact the downstream drainage infrastructure. KPFF Consulting Engineers 12 ON -SITE STORMWATER MANAGEMENT The roof area on -site will be routed to a rainwater cistern. This cistern will be included as a voluntary improvement by the property owner and is not intended to be used as an on -site stormwater management system. Water from the cistern and driveway will be routed to an infiltrating trench on the upper section of the yard. Two additional infiltrating trenches in the lower yard will mitigate overflow from the upper yard. The infiltrating trenches consist of a 2-foot-deep and 3-foot-wide section of washed drain rock, with a 4-inch perforated pipe. The design infiltration rate for the infiltrating trenches was calculated as 0.6-1.4 inches/hour by the geotechnical engineer. To provide a conservative estimate, an infiltration rate of 0.6 inches/hour was used. Per the SWMMWW, infiltration trenches require 3 feet of separation from the finished grade to the groundwater table and 1 foot of separation from the bottom of the trench to the groundwater table. Per the geotechnical report, groundwater was encountered at Test Pit 6 12 to 30 inches below the existing surface level (existing grade = -340, GW elevation = -339). The proposed grade in this location is approximately 5 feet above existing grade (finished grade = -345, bottom of trench elevation =-341.5). Therefore, the separation from the finished grade and bottom of trench to the groundwater table is 6 feet and 2.5 feet, respectively, meeting minimum clearances of 3 feet and 1 foot, respectively. Groundwater was not encountered closer to proposed grade at any other test pits in close proximity to the proposed infiltrating trench locations. The SWMMWW recommends a 50-foot clearance from any slopes greater than 15 percent for all infiltration BMPs. However, given the site constraints, the geotechnical engineer recommends that 10 feet of clearance be maintained between the proposed infiltration trenches and the slopes on the west end of the site. Refer to Appendix G for the geotechnical report and infiltrating trench recommendations. The infiltrating trenches meet the LID on -site performance standard per the City of Edmonds stormwater code. This standard states that the developed flows must be lower than the pre -developed (forested) flows for events ranging from 8 percent of the two-year flow to 50 percent of the two-year flow. Figure 2-13 below shows the LID performance graph for the difference between pre -developed and post -developed flows in this range. Flow Duration Plot U.V I QZ O 50%QZ LL n nn 0.01 Exceedance Probability / Predeveloped / Postdeveloped Figure 2-13: LID Performance Graph 0.1 Stine Residence — Todd Stine 13 As shown in Figure 2-6, the pre -developed flows exceed the post -developed within the required range. Refer to Appendix E for full MGSFIood modelling results. The maintenance drive will be surfaced with permeable paving, but this paving is not intended to contribute to the on -site stormwater management on -site and has been modeled as impervious surfacing for the purpose of the LID performance analysis. Refer to Sheets C2.0 and C2.1 in Appendix C for a drainage plan. RUNOFF TREATMENT Per Section 1-2.5.6 of the SWMMWW, projects are required to provide runoff treatment if they meet either of the following thresholds: • 5,000 square feet or more of PGHS (Pollution -Generating Hard Surface) • 0.75 acres of PGPS (Pollution -Generating Permeable Surface) This project proposes 1,757 square feet of PGHS and 18,146 square feet (0.42 acres) PGPS. Therefore, the project is not required to provide runoff treatment. FLOW CONTROL Per Section 1-2.5.7 of the SWMMWW, projects are required to provide flow control if they meet any of the following thresholds: • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area; • Projects that convert 3/4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area, and from which there is a surface discharge in a natural or manufactured conveyance system from the site; or • Projects that, through a combination of effective hard surfaces and converted vegetation areas, cause a 0.10-cubic-foot-per-second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one -hour time steps (or a 0.15 cfs increase using 15-minute time steps). Per the SWMMWW, the existing conditions shall be modelled as fully forested, unless it is demonstrated that the surfaces on -site existed prior to 1979. The current house and carport on this site was constructed in 1951. Per the structure information from the Snohomish County Assessor's website, the square footage of the home is 1,792 square feet, and the square footage of the carport is 450 square feet. Therefore, the sum of these areas (2,242 square feet/0.05 acres) was modelled as impervious in MGSFIood. The remainder of the area was assumed to be grass because the site was fully developed in 1951, but was modelled as pasture to produce a conservative estimate for existing flows. Using these parameters, the 100-year flow frequency was increased by 0.08 cfs using a 15-minute time step in MGSFIood for the proposed condition. The total amount of impervious surface on the site is 6,979 square feet (0.16 acres), and the total vegetated area is 18,146 square feet (0.42 acres). Since this project does not meet any of the above thresholds, flow control is not required. Refer to Appendix E for full modelling results and documentation of site conditions prior to 1979. KPFF Consulting Engineers 14 WETLANDS PROTECTION Per Section 1-2.5.8 of the SWMMWW, this requirement does not apply, because the project does not discharge to a wetland, directly or indirectly through a conveyance system. OPERATIONS AND MAINTENANCE The cistern and permeable pavement are not being used as stormwater BMPs, so they do not require a formal operations and maintenance manual. The maintenance requirements for infiltration, per the SWMMWW, were applied to the infiltrating trenches proposed for this project. Refer to Appendix I for this maintenance requirement. 3. Conveyance Stormwater from the building roof will be conveyed to a rainwater cistern and infiltrating trenches via 6-inch storm pipes sloped at a minimum of 1.0 percent (full flow capacity = 0.73 cfs). The total site runoff was calculated as 0.57 cfs, when proposed conditions were modelled as 100 percent impervious as a conservative estimate. Refer to Appendix F for conveyance calculations. 4. Declaration of Covenant and Bond Quantities DECLARATION OF COVENANT Refer to Appendix H for draft declaration of covenant. BOND QUANTITIES A bond quantities worksheet is not required for single-family projects per the City of Edmonds Bond Requirements. Stine Residence — Todd Stine 15 This page left intentionally blank KPFF Consulting Engineers 16 Appendix A List of Figures - Figure 1: Topographic Site Map (Site Survey) - Figure 2: Soils Map - Figure 3: Contributing Areas - Figure 4: Existing Stormwater Infrastructure Stine Residence — Todd Stine Appendix A LEGEND O MONUMENT IN CASE • FOUND 1 /2" REBAR WITH CAP LSA xt SET BRASS SCREW W/WASHER LS 29539 © ELECTRIC METER / VAULT FIRE HYDRANT 0 GAS METER o SAN. SEWER CLEAN OUT 0 SAN. SEWER MANHOLE 0 STORM DRAIN MANHOLE -0- UTILITY POLE UTILITY POLE WITH LIGHT & DROP m VALVE ® WATER METER ASPH ASPHALT DW DRIVEWAY E ELECTRICAL POWER G GAS IE INVERT ELEVATION MEAS. MEASURED OHP OVERHEAD POWER P PLAT S SEWER SHD SHED W WATER X CONIFEROUS TREE TRUE EXTENT OF CANOPY NOT SHOWN DECIDUOUS OR ORNAMENTAL EVERGREEN TREE ° TRUE EXTENT OF CANOPY NOT SHOWN 200.0 SPOT ELEVATION IS LOCATED AT THE DECIMAL POINT OF ELEVATION UNLESS NOTED WITH LEADER OR X T BUILDING LINE CHAINLINK FENCE CENTER LINE DITCH LINES --------- EASEMENTS PROPERTY LINE 000� ROCKERY 337,4 359x5 35M � 1 1 x7 338,3 ♦ i i 1 1 ♦♦ i 1 ♦� i i i 1♦ ♦♦ i HOUSE ''—'`� 1 ♦ `♦ `� ♦ . ♦ ► ► 1 1 ♦♦ ARBOR♦♦ , DECK #21630 1t i I 3� 1x� `` `�� ♦` ``� i 3►/52xZ i ♦♦ ♦ I i i `� 33�,c0 337 ii 1 1 ♦ 1 1 3�46x3 / / / ► ♦♦ ♦ 1 / —�3� - --=mac -- _�, —� _ �SL�HDJ 0 » / / ♦ ♦ ^� 1 ♦ ♦ ♦ 1 / /.01 i S 88'S2 49 E ♦ / x—x— —x x x x / , 367x0 S 33 ?� X x x=xx— X _ 3 , , -rt-X X X X�X-� X Y. 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G4xl 33� <2 336x6♦ 338, 3 ♦` �� ► ► ► CANTILEVERED ,n I �i t 336x8 1 ► 40�8 » t ♦ . / o , , 1 ao334x1 .i' `� t 1 / i 6 ► ♦ ` 1 ► , 1 1 FF=372.88 � � i i 1 ► HOUSE o _,. t` �/ / , i 1 ► . . / , 357x7► ► , 1 ► 537�T ► t 335x5 i /� 3�$x2 3S9x3 /3442 "� i 1 t `` �` c i i 1 a #21702 z 1 3 , , / / i , 1 1 1 ► 3 0 SPLIT ENTRY OND / , / / , 1 ♦♦ 35 2 i ► ► i 313x FF=369.69 40, / � ► 1 3�8x5 » 6x ► / i i 32 ♦♦ ♦t 14 / i i DECK ♦ / 1 , 334,5 /, , ' , 339x6 , / / 3'44x7 / 1 ^� / / ► PATIO a FF=372.88 ,'337x6 �� GRASS ,� /' 34g ,/ / /347x5 �► 5 2 / GRASS / 357x# i 46x5 / � � / / / / 346,1, / , 1 , ► , / . p0 / / / / 1 ,47x5 , » t / , , 335x3 / 41 / B ,� �/ / / / ► / �� 12 1 368x4, 391x4► I ► F=372.84 339x 34y4'� ,,�343`L ♦344x7 45x4 / �� SDMH RIM 356.46 t i IIII ,� /� ♦ / . ♦ ► 1 i / t 1BILKS.1 ► i FF=372.79 334>,6 ----'3'36x6_.' �' ♦ .j' .'—' i ► / / 1 / CONC. � ; 136" L FF=364.58 335x3 '' i' 33 �'' _ - - - �' �' .' - -' �r Z 356x3 1 , 1 1 �641x2 .11 '• - ' 345 35 / / /�/ �'' 356,6i / 1 ► ► / ► — ' _�� 342 ��.''��.'--_ 350 ------ %'�i'' � `3�i''35`7tc�� ;, ' a�:11� 364>9 6` 9/ �368A --_-- _ ��,� - - _=►d'4c�-49�� - �`�-2x3' _3 ��296.98''-' 364x7 36 / Z�F�cF365.16 -'' 345.---=___-_ _- �= _- = = 355 _==.N 8852'S9»-369" �3 --___ _____. _____ ______ ,____36 �0 ROCKS a c�bNc. ► a 346 �'� -' 3x-4� _ - - 357x7 - �59"T 360 i 1 1 1 ''�i' � , 1 j4 < 4.97 /�' 362x1 ,'� �'� DECK z' HOUSE 35�2 / / 561x3 '� 10 % / �� '� ABV. #21708 35 1 x 115� PATIO 394.3 LAND SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF TODD STINE IN MARCH, 2019. UY Asy� F � o 29539 Fs �FCI STER�� S��NAL LAND CERTIFICATE NO. 29539 REVISIONS DESIGNED BY RG DRAWN BY DATE PRINTED 3/27/2019 3:36:34 PM SCALE 1 " = 20' F.B. No. DATA-C GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 INCH = 20 FT. GENERAL NOTES HORIZONTAL DATUM: NORTH 01 °06'23" EAST ALONG THE EAST LINE OF THE SOUTH EAST 1 /4 SECTION 19 TOWNSHIP 25 NORTH, RANGE 5 EAST. VERTICAL DATUM: NAVD 1988 PER OPUS SOLUTION FILE: 7GPS079AO.190 OP1553187864771 WITH A STANDARD DEVIATION OF f0.07' :• FND. TACK IN LEAD I PLUG 5' OFFSET 8.69' 1 1 » 1 S BUSHES rl � 05 369x3 / 1 / i GRASS Y GJ � U o CONC. BILKS. w to ` M / 369x9 o I o / N1� OD Z H r-370 / 215'" PL SW U i i 0 I ,8 A w 1 / N / 36 30' �. Ld �o ' o � z / / 0 o z (n Q w m (n o �I Q 00 1, mI cy) 1- 19.73' / 1 0 CONC. M^ N R PORTG 1 �x 1 GRASS 1 L I° i 4 MAIL BOXES I y 37x4 / / / / / / / 371 3�) / / GREENE LAND SURVEYING 7408 164TH ST SW LYNNWOOD, WA. 98087 PHONE (206) 498-0979 SEC; I IUN INUEX S 25, T 27 N, R 03 E, W.M., SNOHOMISH COUNTY, WASHINGTON. LEGAL DESCRIPTION APN: 27032500109900 THAT PORTION OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SOUTHWEST QUARTER OF THE NORTHEAST QUARTER; THENCE SOUTH 0°35'56" WEST 331.74 FEET; THENCE NORTH 88°52'55" WEST 683.98 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 0'33'15" WEST 82.96 FEET; THENCE NORTH 88°53'09" WEST 296.95 FEET; THENCE NORTH 0°31'59" EAST 82.98 FEET; THENCE SOUTH 88°52'55" EAST 296.99 FEET TO THE TRUE POINT OF BEGINNING. (ALSO KNOWN AS NORTH HALF OF TRACT 35, ONAVU PARK DIVISION NO. 2, UNRECORDED PLAT THEREOF). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF TITLE REPORT AND THEREFORE DOES NOT PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS, RESERVATIONS, AND RIGHTS OF RECORD IF ANY. EQUIPMENT AND PROCEDURES WAC 332-130-100 ALL MEASUREMENTS WERE MADE WITH AN ELECTRONIC THEODOLITE WITH A ONE SECOND HORIZONTAL AND VERTICAL DISPLAY AND MANUFACTURES STANDARD POINTING DEVIATION OF THREE SECONDS AND AN ELECTRONIC DISTANCE MEASUREMENT DEVICE WITH A STANDARD DEVIATION OF 3MMf 3PPM, AND CHC X900 RTK GPS. ALL MEASUREMENTS ARE GROUND DISTANCES. GPS ONLY USED AS A BENCHMARK. FIELD TRAVERSE METHOD EXCEEDS W.A.C.'S 332-130-070, 332-130-090 & (GPS) 332-130-080. ALL POINTS INDICATED FOUND WERE VISITED IN 9-2019 UNLESS OTHERWISE NOTED. NOTES: REFERENCE SURVEYS SEE RECORDERS -AUDITORS FILE NUMBERS 201412125006 1' CONTOUR INTERVAL, ACCURACY EXCEEDS 1 /2 CONTOUR INTERVAL. ALL UTILITIES WHERE PLACED WITH HELP OF CITY SEWER CARD INFO WATER LINES WITH VALVES AND METERS, GAS LINES MAPS FROM PUGET SOUND ENERGY. 0 SPRING WITH FLOWING WATER © WATER DISSIPATES ZONING RS-10 NOTE: THIS TOPOGRAPHIC SURVEY DRAWING REPRESENTS SURFACE FEATURES LOCATED ON THE SITE. ANY UNDERGROUND UTILITIES SHOWN ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS EXCEPT AS MEASURED. GREENE LAND SURVEYING DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR UNDERGROUND UTILITY ACCURACY OR COMPLETENESS. JOB NO. BOUNDARY AND TOPOGRAPHIC SURVEY 2019.14 OF DRAWING NO. HOUSE #21702 98TH AVE W EDMONDS 19-14STINE FOR TODD STINE SHEET OF 1 1 3 Soil Map —Snohomish County Area, Washington (Stine Residence) 547500 547510 547520 547530 547540 547550 547560 547570 47' 48' 9" N - 1 �1t •I � O t rI I�CT •ate' � --• �r �� .i. w:3r 1.1 I oil Map ali � at this scale. - L 47' 48'6"N &-M. AT t 5475M 547510 547520 547530 547540 547550 547560 Map Scale: 1:556 fi printed on A landscape (11" x 8.5") sheet. N Meters ti 0 5 10 20 30 Feet 0 25 50 100 150 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 1ON WGS84 usi)A Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 547580 547590 5476M 547570 5475M 547590 5476M 547610 47' 48' 9" N I y— I f 47' 48' 6" N 547610 3 b 4/26/2021 Page 1 of 3 MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils 0 Soil Map Unit Polygons 0,0 Soil Map Unit Lines C Soil Map Unit Points Special Point Features V Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot O Landfill ALava Flow Marsh or swamp j* Mine or Quarry OMiscellaneous Water OPerennial Water V Rock Outcrop + Saline Spot Sandy Spot _ Severely Eroded Spot Q Sinkhole Slide or Slip 0o Sodic Spot Soil Map —Snohomish County Area, Washington (Stine Residence) MAP INFORMATION ® Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Q Stony Spot Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Special Line Features contrasting soils that could have been shown at a more detailed scale. Water Features Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation .+. Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: ..� Interstate Highways Coordinate System: Web Mercator (EPSG:3857) US Routes Maps from the Web Soil Survey are based on the Web Mercator Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Local Roads Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. Background Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 22, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 2, 2018—Sep 25, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. uSDA Natural Resources Web Soil Survey 4/26/2021 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —Snohomish County Area, Washington Stine Residence Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Alderwood gravelly sandy 0.4 37.4% loam, 15 to 30 percent slopes 5 Alderwood-Urban land 0.6 62.6% complex, 2 to 8 percent slopes Totals for Area of Interest 1.0 100.0% USDA Natural Resources Web Soil Survey 4/26/2021 Conservation Service National Cooperative Soil Survey Page 3 of 3 City of Edmonds Upstream Drainage Areas 915 N M Lr1 °� ON / Lynnwood 21515 9616 ��N *25 Legend o � �°� NContour Lines 10 — 50; 100 r„ 21628 " 013 1 -A 973 9704 1 101 r� ��__ 1630 21 21626 2.1701 21704 1035 1037 21702 Illllllr %` - 21707 ■ 21710 1041 � 21708 � P 21715 21714 10511 J 1(6&m 21725 21718 � S 1061 21728 21- 21726 1 109 18 21804 N I218O5 1: 1,516 O Notes [WGS-1 126.30 252.6 Feet 2r2rj7 188.1 This ma is a user generated static output from an Internet mapping site and is for P B P PP g reference only. Data layers that appear on this map may or may not be accurate, 984_Web_Mercator_Auxiliary_Sphere City of Edmonds current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION City of Edmonds Existing Drainage Infrastructure L 1 036 1 1054 4 1108 915 21524 I C4 V r4 CV N M °1 � °� 21606 downstream flow path I ' (extreme events only) Aso 013 20 628 1061 A 04 1109 61111 1037 163 1702 2111716 1728 I : , 121515 9616 OF %- Cr 126.30 2S2.6 Feet 188.1 This ma is a user generated static output from an Internet mapping site and i Zr257 P � B P PP g reference only. Data layers that appear on this map may or may not be accui 5_1984_Web-Mercator _Auxiliary -Sphere current, or otherwise relik ity of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCT Ly—d MouMlek+ Terrace Legend Storm Catch Basins o Edmonds p Private ■ Infiltration Storm Manholes p Edmonds p Private Infiltration • Detention Facilities Culvert <all other values> Yes o Facility Feature Creeks Storm Line — <all other values> No, BNSF; No, COUNTY; No, LYNI MOUNTLAKE TERRACE; No,POF SHORELINE; No, STATE; No, WO, — Yes, EDMONDS; Yes, PRIVATE; 1 Facility Lines Storm Ditch Contour Lines 10 50; 100 Notes Appendix B Site Maps Existing Conditions Maps Proposed Conditions Maps Stine Residence — Todd Stine Appendix B E 338.3 33%.7 HOUSE FND, TACK IN LEADI 1 I ' ARBOR` ; DECK #21630 PLUG 5' OFFSET 3152.21 1 I i \\ \\ H 1 / 337.0 337.S46. - - - - - - - _ �' n —S ,882'4�0X—X—\X— X I X-470 . 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W W W W W cA 0 W W W WNm } W V + W W + + �+ + W W W W } W + /� W��\`((��i�W ` ol. W W + + W + + +' + + + W �• W W + + ++ + + + + + + + + + + + + "M + +. + + + + +++++4++++++ + ++ + + + + + + + + + + + + + + + + 0+ + + + + + + + + + + + + + + + + + + + a+ + + + a I 4 MAIL BOXES J I STINE RESIDENCE PROPOSED CONDITIONS EXHIBIT 08/24/2021 NORTH 0 10' 20' 40' 1 inch = 20 feet / 3 Appendix C Civil Site Plans Stine Residence — Todd Stine Appendix C 1q:yff 1601 5th Avenue, Suite 1600 Seattle, WA 98101 STINE RESIDENCE 206.622.5822 www.kpff.com EDMONDS, WASH I NGTON ~ PINE ST U) W 0 W 3: N PROJECT TEAM. 216TH PL SW V 0 Z W 00 APPLICANT: W n 0 TODD STINE PROJECT SITE � Z a 21702 98TH AVENUE WEST � W EDMONDS, WA 98020 > PHONE: (206) 419 3629 W Q GEOTECHNICAL ENGINEER: > > _ HART CROWSER C Q Q W IME Z 3131 ELLIOTT AVENUE, SUITE 600 > Z cc Q SEATTLE, WA 98121 Q 00 rn 0 PHONE: (206) 826 5581 N Q CONTACT: DAVID WINTER FIR ST a'C)0 W CIVIL ENGINEER: KPFF CONSULTING ENGINEERS N 1601 FIFTH AVENUE, SUITE 1600 SEATTLE, WA 98101 PHONE: (206) 926 0549 CONTACT: JENIFER CLAPHAM, PE SURVEYOR: GREENE LAND SURVEYING 7408 164TH STREET SW LYNNWOOD, WA 98087 PHONE: (206) 498 0979 CONTACT: ROBERT GUY-GREENE U O O U c Q U co 0 0 N / 0 N 0 0 0 0 N 0 E a N N O N KEY MAP NTS SHEET INDEX SHEET NO. SHEET TITLE CO.0 COVER SHEET CO.1 NOTES C1.0 TESC & DEMO PLAN C1.1 TESC DETAILS C1.2 TESC DETAILS C2.0 DRAINAGE & GRADING PLAN C2.1 DRAINAGE & GRADING DETAILS C3.0 HORIZONTAL CONTROL & PAVING PLAN C3.1 DRIVEWAY DETAIL C3.2 MAINTENANCE DRIVE AND DRIVEWAY PROFILE C3.3 SITE SECTIONS C4.0 j UTILITY SERVICES PLAN APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION • Call 811 two business days before you dig R .WA F 40799 I STER�� SSIONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC COVER SHEET Como U 0 0 U / 0 / 0 0 Q U U 0 0 N 6> 0 N 0 0 0 0 N / 0 CITY OF EDMONDS GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2021 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER MANAGEMENT SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYKOEDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ONSITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. REVISED 05.15.2017 CITY OF EDMONDS CONSTRUCTION SEQUENCE NOTES kjff 1601 5th Avenue, Suite 1600 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT Seattle, WA 98101 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 206.622.5822 www.kpff.com 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 1110M 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS ENGINEERING U) INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES N: 0 MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE W 3: N CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES CJ 0 SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. Z W 0 6. DEMOLISH EXISTING STRUCTURES WQ Z a 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. W 8. CLEAR, GRUB & ROUGH GRADE SITE. COMPOST AMEND AND REVEGETATE DISTURBED W gg cj AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER 111% = o ROUGH GRADING. OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION W IME Z CONTROL NOTES BELOW Z 0 O 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGEIME 0 IMPROVEMENTS. U) N in 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF � W ENTIRE SITE. r N 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. 12. INSTALL INFILTRATION TRENCH. EXCAVATION OF INFILTRATION AREAS SHALL NOT BE ALLOWED DURING WET OR SATURATED CONDITIONS. THE BMP SHALL NOT BE MADE OPERATIONAL UNTIL ALL EROSION -CAUSING PROJECT IMPROVEMENTS ARE R. COMPLETED AND ALL EXPOSED GROUND SURFACES ARE STABILIZED. It of WAsx REVISED 2018 F 40799 I STER�� CIVIL GENERAL NOTES F� ��SS10 AL 1. PLANS ARE CONSISTENT WITH ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (2014 EDITION) AND THE CITY OF EDMONDS STORMWATER ADDENDUM. 2. CONTRACTOR SHALL OBTAIN ROW PERMIT FOR WORK TO BE PERFORMED IN THE CITY OF EDMONDS RIGHT-OF-WAY PRIOR TO PERFORMING ANY WORK IN THE ROW. 3. IF THE SIDE SEWER IS REQUIRING ANY MODIFICATIONS DURING THE COURSE OF CONSTRUCTION, CONTRACTOR SHALL OBTAIN A SIDE SEWER PERMIT FROM THE CITY OF EDMONDS PRIOR TO ANY WORK ON THE SEWER. CONTRACTOR IS ALERTED TO THE FACT THAT WORK WILL BE ACCOMPLISHED AROUND ACTIVE PSE GAS AND ENERGIZED SNOHOMISH COUNTY PUD FACILITIES THAT ARE SERVING EXISTING CUSTOMERS. CONTRACTOR SHALL COORDINATE WITH PSE AND PUD TO DETERMINE WHICH FACILITIES ARE ACTIVE AND ENERGIZED AND SHALL IMPLEMENT SAFETY PROCEDURES PER PSE AND PUD REQUIREMENTS. CONTRACTOR SHALL COORDINATE WITH PSE AND PUD TO ENSURE THAT FACILITIES ARE IN PLACE TO MAINTAIN SERVICE TO CUSTOMERS THROUGHOUT CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION • Call 811 two business days before you dig DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC NOTES 1 rnrklrl V w 0 U 0 0 0 Q U U 0 O N 0 N O O O O N M 0 a N N O N O U N 0 i DECK HOUSE #21630 ARBOR` WATTLE (TYP) PROTECT EXISTING i P(OVE STORK IATER TREES (TYP) PIPING N THIS AREA H ' S ,88° 2'4V" iE`\ xxx x )11 r ' ' 297.01 x I EAVES 6" PLANTE ; '/ 2ND FLR. w0 EXISTING POND TO BE REMOVE SH CANTILEVERED ; ; RECONFIGURED PER GRADING HOUSE , \ PLANS AND EXISTING TREE TO REMOVE' EXIS Q #21702 ' PATIO D CK ; 01 BE REMOVED. WORK TO MODIFY o , z POND GRADING SHALL BE PERFORMED 14- EXISTING PLANTER DECK DURING DRY CONDITIONS TO ABA' REMOVE EXISTING NOT IMPEDE INFILTRATION/ '' ,'' '' ,' AREA TO REMAIN ; �ATIp a PROPERTIES 4I,O. EXISTING SILS' GRASS CARPORT AND R , DRIVEWAY I I I I FND. TACK IN LEADI PLUG 5' OFFSETI 8.69' S BUSHES — 32/05' GR /SS o C NC. BLKS. ' ILO to O — -'' REMOVE EXI TING CISTERN ' B o AND CONNECTING PIPES ';`; SDMH RIM 356.46 ' CONC. 6LKS. ; REMOVE,E STEPS IN IN 19.�'3' rr)Nl( oRO o a _ 8g-'�9 W -- ROCK n =x a C`) C. ° a TRUC ON ENTRANCE a 4.97' <50' FILTER FABRIC FENCE DECK ° HOUSE #21708 I I PATIO 4 MAIL BOXES I I i I I i� 0 x W ' N ' N 0-)� X 30 w i iM C/' z N z Q w C M N i- 0C Fn 00 03 3 o-) Ix Cn I x I I DRIVE RY PAN AND SIDE ALK TU DEMOLISHED A RECONSTRUCTE y I i I i I I I I I I I I I I� PROPERTY LINE/ROW LIMITS OF DISTURBANCE CONSTRUCTION ENTRANCE � C1.1 FILTER FABRIC FENCE �� WATTLE CONSTRUCTION FENCE FOR TREE PROTECTION NOTES: 1. CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT AND SEDIMENT LADEN RUNOFF FROM LEAVING THE SITE. CONTRACTOR SHALL ADJUST AND ADD BMPS AS NECESSARY TO ADDRESS FIELD CONDITIONS AND PROGRESSION OF WORK. EROSION AND SEDIMENT CONTROL MEASURES SHALL MEET CITY OF EDMONDS REQUIREMENTS. TESC MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH: THE APPROVED PLANS, OR AS ADJUSTED AND COORDINATED WITH THE CITY INSPECTOR. CITY OF EDMOND'S STANDARD DETAILS. ALL OTHER MEASURES THAT MAY BE REQUIRED BY THE OWNER AND/OR THE CITY INSPECTOR. 2. REFER TO CO.1 FOR GENERAL NOTES AND CONSTRUCTION SEQUENCING. 3. PRIOR TO WORK COMMENCING, COORDINATE WITH OWNER FOR EXTENTS OF DEMOLITION AND CONFIRM EXISTING TREES TO REMAIN AND BE PROTECTED. a d I whi I Md 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W 0 W 3: N V W O Z W p Z a WCO) > W 111% Q co� = o W H Z Z 00 0 FM a) CO) N 0 ti W r N 4. THE CONTRACTOR SHALL IMPLEMENT PLASTIC COVERING AND EROSION CONTROL FABRIC AS NEEDED TO STABILIZE SOILS ON SITE. SOILS SHALL NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN 7 DAYS DURING THE DRY SEASON AND 2 DAYS DURING THE WET SEASON. CONTRACTOR SHALL DESIGNATE STOCK PILE AREAS THAT CAN BE MAINTAINED AND PROTECTED TO PREVENT SEDIMENT LADEN RUNOFF AND DEBRIS FROM EXISTING THE ��' of WAS PROPERTY. LOCATION NEEDS TO BE UPDATED AND ADJUSTED AS CONSTRUCTION PROGRESSES AND AREAS AVAILABLE FOR STOCKPILE CHANGES. F 5. CONTRACTOR SHALL PROVIDE COVER, CONTAINMENT, AND PROTECTION FROM ��Q� �o� ��'GISTER� �y��' �SSIONAL E�� POLLUTANTS AS REQUIRED. 6. CONTRACTOR SHALL INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED. 7. CONTRACTOR SHALL ADHERE TO ALL SEASONAL WORK LIMITATIONS PER THE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON AND CITY OF EDMONDS STORMWATER ADDENDUM. 8. CONTRACTOR SHALL PROVIDE PROTECTION FOR CATCH BASINS DOWNSTREAM OF SITE AS NEEDED TO PREVENT SEDIMENT FROM ENTERING SYSTEM. TEMPORARY SEDIMENT TRAPS FOR CATCH BASINS SHALL BE CONSTRUCTED PER CITY OF EDMONDS DETAIL ER-902 (REFER TO SHEET C1.2). 9. CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS FOR FULL EXTENTS OF DEMOLITION. DEMOLITION OF EXISTING STRUCTURES, VEGETATION, SURFACE IMPROVEMENTS AND BELOW —GRADE IMPROVEMENTS/STUCTURES SHALL BE COORDINATED WITH OWNER FOR PRECISE EXTENTS. DEMOLISHED ITEMS SHALL BE LEGALLY DISPOSED OF OFF —SITE. DEMOLITION ACTIVITIES BEYOND LIMITS CONFIRMED WITH OWNER SHALL BE REPAIRED/REPLACED IN KIND. 10. ALL DISTURBED AREAS, EXCEPT THOSE AREAS EXCEEDING 33%, SHALL BE COMPOST AMENDED PER 2014 SWMMWW BMP 5.13. AREAS EXCEEDING 33% SLOPE SHALL BE STABILIZED PER THE DIRECTION OF THE GEOTECH/EN GI NEER OF RECORD. 11. FOR INFILTRATION TRENCH LOCATIONS, CONTRACTOR SHALL OBTAIN GEOTECHNICAL APPROVAL PRIOR TO PLACING ROCK FOR INFILTRATION TRENCHES. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION • Call 811 two business days before you dig 0 10' 20' 40' 1 inch = 20 feet DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC TESC & DEMO PLAN f! 0 a mm, h IF Md 01 V W O U 0 0 0 Q U N U C 0 O N 6> 0 N O O O O N M 0 _LS 4 TH IN DE FULL WIDTH GRESS/EGRESS DETAIL NOTES: 10 THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. O ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS* < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 `St. 1B' - *PROVIDE ATB OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL. LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN CITY OF EDMONDS STABILIZED CONSTRUCTION ENTRANCE PUBLIC WORKS DEPARTMENT APPROVED BY: R. ENGLISH STABILIZED CONSTRUCTION ENTRANCE NTS REVISION DATE JANUARY 2018 STANDARD DETAIL ER-901 2" x 2" WOOD/STEEL FILTER FABRIC SECURED TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIAL W FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS -\ WIRE MESH FENCE o TO SUPPORT FILTER I FABRIC N X�`�x�%rvw�Y� � \r � �i�r�r�r�r� BURY BOTTOM OF FILTER N MATERIAL 8" TO 12" 6' MAX NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ACTIVITY. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS APPROVED BY: R. ENGLISH FILTER FABRIC FENCE NTS REVISION DATE JANUARY 2018 STANDARD DETAIL ER-900 CONTOUR LINE (TYP) �0 ANGLE TERMINAL END UPHILL 24" TO 48" JP TO PREVENT FLOW AROUND WATTLE (TYP) 7 a . \x_\Q a \ WATTLE q' TRENCH, SEE NOTE 2 a � s STAGGER \�G / 2" MIN ,rrr OVERLAPS �QPp�' S" MAX- 4 -� -0.. (TYP) SrO 2"x2"x24" UN -TREATED iv WOODEN STAKE (TYP) PLAN VIEW AREA AVAILABLE FOR SEDIMENT TRAPPING (TYP) TABLE (TYP) WATTLE (TYP) SEE DETAIL SECTION A -A W WATTLE INSTALLATION ON SLOPES 2"x2"x24" UN -TREATED WOODEN STAKE (TYP) \ 3" MIN i 4" MAX 8" DIAMETER MIN WATTLE DETAIL 8" DIAMETER SPACING WATTLE TABLE SLOPE MAXIMUM SPACING 1 H:1 V 10'-0" 2H:1 V 20'-0" 3H:1 V 30'-0" 4H:1V 40'-0" >4H:1V ONE RUN ONLY NOTES: 1. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION. 2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS. INSTALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(10). 3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDITIONAL STAKING MAY BE NECESSARY TO PREVENT UNDERCUTTING. 4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE SEDIMENT AND ACCUMULATIONS WHEN EXCEEDING 1/2 HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. REVISION DATE CITY OF EDMONDS JANUARY 2018 WATTLE INSTALLATION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH E R— 9 0 3 WATTLE INSTALLATION NTS 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W 3: N V W 00 z n C7) W 12 Z a WCO) > W 111% Q co� = o W H Z Z oo p CO) N 0 ti W V N R . w``` IV WA O ST_ �os> GISTER�yc�.�4 �SSIONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SIB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC TESC DETAILS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: Call 811 CITY ENGINEERING DIVISION a two business days before you dig a mm, h IF Md CATCH BASIN 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W 3: N CJ W O Z � � W � Z a W GRATE W W H Z J' 00 O FILTER SOCK WITH OVER FLOW HOLES � (TYP) U)oo W CATCH BASIN 1*44 V N NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE—THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISION DATE CITY OF EDMONDS TEMPORARY JANUARY 2018 SEDIMENT TRAP PUBLIC WORKS FOR CATCH BASINS STANDARD DEPARTMENT DETAIL s t g �� APPROVED BY: R. ENGLISH E R— 9 0 2 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS NTS M N N O N O U N 0 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION • Call 811 two business days before you dig R . w``` WA 40799O IST �S'10NAL WV DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SIB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC TESC DETAILS E Cn 0- I N O N 0 U N //7.0/ I�\\ ,' / ,' ��xxxxxx xx xx �,x x x L xx xx' xx xx - x , 3 6 7/'0 , I \\ / / /-//- 4-- \ - - - \ ,� / - , - x-� xTx-x ;x x ' H D ° - ; \` 5 1 II '' C 3 S S BUSHES 'IE 3 3 135 35 ° IT C \ IE = 354. if 31 ` 60dNa153.88 Co PUTTING GREEN ,PER o° ; 1 ; OWNER DIRECTION "? ®100 1 )7. / co I I \ CO n/ co 0 `r 3 3 o 1 \ 34,8.5 5 H 8 LF 1.0 IN J P. ) I M RJM=357.3 ,E C I W (� 6" SD IE,=354.0 (E) I 1 B A' c" IT I�354.0 (NE) - W " SD aE/=354.0 (SW) � 1 LF �0 1.0% MIN Z +/ rnA J "' ° CIE = 359.4 z OVERFLOW �< �' ' IE 36A. DRAIN 5 � b -�� # LF� 1.0% z 1 �' 4 ®� OUTLET w w %6" IE _ �TRUCTURE 359.5 / A S E 361.5 1 -- - I E A V E S 2ND FL . CAN 1-ILE EKED F=372.88 HOUSE #21702 24 372.88 / i 25 SPLIT FF=36 F TNTRY .69 F FF=372.(9R EL 2:1, \ E DS CONNF�TTTTTTTTTON F ii2 84 tryp) AINWATER CISTERN i 37 .7 9 6 ldj]TCT R,,kL NS 6, 32/05' �. \ 369.3 CR SS ( I ULLI W 369. 07, �� to w IW .*4 D � 4 ° C0 WI•:-WW �� L�wr�� _ '. _ Irk,_.. �.. � � , e, • � � � � �KA -_ ■ . . ,RE ,WIN • � _ I� ■ • Mims • I,I 01111 358.9 ROCK IIS- IL- - C'ONC. a I � , I � I N a n ■ ----- 7.0 I I I I I I ------------- ; I S ;88° 2'499 X--X-X - X X-�teX-X- X xx-x-- xx-x-x x- x-- x x� x-x x-xx'xx-x-xrx -x-x-I 33 1r-x O 0 ' I , I 334.6 XI 3 5.4 \ x I I I 1 PLAN xi I-L_I x O ti xl co 3 3�6.2 ; Ln 336.8 ' 1 POND DATA: ' FOOTPRINT=440 SQ FT CD VOLUME=530 CU FT " TOP OF WALL=338.0 z I "' 3 > ' IT CO o BOTTOM OF WALL=336.0 I 40.8 m TOP OF POND=335.5 X 1 ,`�' o' INFILTRATING,T�ENCH IE=342.5 2.1 Q IT COLLj BOTTOM OF POND=333.8 T '� �, TYP FILL MATERIAL TO ACHIEVE , ' 9 / 1 '�' d- �4 4 ' BOTT$If ,6F `POND ELEVATION I - C R A S �' �� ® o ° z SHALL BE SEATTLE AGGREGA � 3 7.6 � 3 4/2. 4 �I J ' SD' 3 4 6,: TYPE 4 OR APPROVED 4 � a EQUIVALENT x IE=334.0 =34 .2f lE = 342.5 CO x IT IE=3 2.5 N,E) 35 LF 0 1 0% MIN. IE 343.3 x I 3 .3 6' SD 1 3 .5 (W� , f VEL PROTE� � sn SD 33-w w ww� XI '3 LF @ .5% MIN 1 - 4.8 - \ 11 LF 6 S (� 1� MIN 6 � 334.6 3 LF (� 1 MIN _ - ` L - 0�, - SID -tn- 335.3 IE=336.0 I =34 .9 < - ---- - - - 16 LF" SD @ 1 - - - - - '' -- ' --- '�-135-LF 0.5% MIN -- - _rn - o-' x - - 7 ------------- 1 IE= 6.3�` $� 23 f_ 0. I -,r, U - _[: 338.4-------- 3= --- - _- =-- ==� -- _ -C - ---------x --�--- Z3 1LF @_ ° MINI-- _-41 F 50 IN � - _ - _3 �9 : 3 IE=345: 2 3 IE=349351- - -5` -----11 -x - x--x�x'�=T _ ma x= - x_= - �c" x._x=x x x x ---------- - _ co MATCN-EX GRADE _ _DRAIa Tom' ___------"""-- _VW--- - =---_IE=3 �.� �_-0-- AL_ONG PROPERTYF---- CG_ 49.-�-" __------ _- O- S6JIf== 36.4 ,- 9C�� M - - -/ 13--------==---1 /j __--------- _----- 357.7 5�.9 S / 368x69 3 0' w Lc)if � � I ,0 ' o 0 ' z I U� CD z CO �I m N N O LL O NZ Q� I � m �O I 37 rx I I cf� 0 I 37 x 4 Cn I � IMPERVIOUS AREAS: 37Q.67 PAINT -SPOT PROJECT SITE CATEGORY: CATEGORY 2 DISCHARGE LOCATION: CITY'S MS4 TYPE OF STORMWATER SQUARE FOOTAGE AREA FACILITY LAWN AND 18,146 INFILTRATING LANDSCAPE TRENCHES (ITS) ROOF 2415 ITS HARD SURFACES 4564 ITS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION - - PROPERTY LINE/ROW CENTERLINE 290 FINISHED GRADE CONTOUR 292 - 296 EXISTING GRADE CONTOUR INFILTRATING TRENCH (IT) sn STORM PIPE (SD) - - - - - - - - WALL DRAIN (WD) TRENCH DRAIN (TD) • CLEANOUT (CO) ❑• CATCH BASIN/AREA DRAIN (CB/AD) O 0 O 0 ►1/1Tr[`_ OVERFLOW PATH CONCRETE PERMEABLE PAVEMENT ASPHALT LANDSCAPE 1. TRENCH DRAIN SHALL BE ACO KLASSIKDRAIN K100 OR APPROVED EQUIVALENT. PRODUCT SHALL HAVE A 4" INTERNAL WIDTH AND BUILT IN SLOPE OF 0.5% MINIMUM. COORDINATE WITH ARCHITECT FOR GRATE SELECTION. INCLUDE INLINE CATCH BASIN AND EXIT FROM LOWEST INVERT ON NORTH FACE OR EAST FACE, AS SHOWN ON PLANS. 2. MAINTAIN CONSISTENT SLOPE BETWEEN INVERT ELEVATIONS PROVIDED. 3. BURY CLEANOUTS 6" DEEP WHEN LOCATED IN LANDSCAPE. CLEANOUT IN HARDSCAPE SHALL BE JR SMITH 4220, OR APPROVED EQUIVALENT. 4. MAINTAIN 2 MINIMUM COVER AND 1.0% MINIMUM SLOPE FOR 4" DOWNSPOUT CONNECTIONS, UNLESS NOTED OTHERWISE. MAINTAIN 1' MINIMUM COVER OVER 6" SD PIPES IN LANDSCAPE AND 2' UNDER DRIVEABLE SURFACES, UNLESS OTHERWISE NOTES. 5. CONTRACTOR SHALL COORDINATE FILL PLACEMENT AND COMPACTION WITH PROJECT GEOTECHNICAL ENGINEER. 6. IF STRUCTURE RIM TO INVERT ELEVATION EXCEEDS 5-FEET, A TYPE II MANHOLE WILL BE REQUIRED. 7. ALL STORM DRAINS SHALL BE ADS N12 WT IB PIPE OR APPROVED EQUIVALENT. = Call 811 • = two business days before you dig 0 5' 10' 20' 1 inch = 10 feet 2 liidhwll Md i !Mcd 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W N CJ W O Z W � Z a WCO) > W 111% Q co� = o W H Z Z_ 00 0 � O O ti W r N R . w``` Yv WA O b40 4 T �GI SER�� SSIONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY. JC DRAINAGE & GRADING PLAN 0 CD CD Of 0 0 N U 0 / 0 0 Q U U C 0 0 N 0 N I 0 0 0 0 N 0 E ELEV 363.5 OVERFLOW ELEV 363 REFER TO — STRUCTURAL FOR CISTERN DETAILS PIPE SUPPORTS (TYP) 6" OUTLET PIPE IE 359.5 SEPARATION FABRIC 6"-8" LANDSCAPE SOILS FINISH GRADE PER PLAN WASHED DRAIN ROCK, TYPE 4 (1-1 /2„). I AAmC`nAnr C`n11 C` VALLS (TYPE 17) -R'S REQUIREMENTS 'EOTECH ad I whi I Md !Mcd 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com 4" MIN W O 18" MIN J 'J' D .. o .CK . vv o / / , J � � W N O �. 0 0 0 Z W 00 \` o 1 o \� IE PER PLAN \ -\ > �. a a �. ao /o /° W a� \ \ / N \ Z z D° o 0o .moo 0V 4" IT PIPE SHALL BE PERFORATED W a PIPE (ABS OR PVC PER WSDOT VA%VA% \%\%VA%\% D°CO) > 11 L ........ I V, IV STD SPEC 9-05.(2)) @ 0% SLOPE `\'`\ ° 4" WALL DRAIN PIPE SHALL BE W Q 3.0' ° D ° D PERFORATED PIPE (ABS OR PVC � = Q N PER WSDOT STD SPEC 9-05.(2)) Uj IME Z GROUNDWATER TABLE @ 0.5% MIN SLOPE Z O AGGREGATEFM U) N in O ti W INFILTRATION TRENCH IT WALL DRAIN PIPE 2 1"=1' 1"=1' N 6" (MIN) REFER TO ARCHITECTURAL PLANS FOR HATCH ACCESS AND LOCATION 2,-6„ .......... . BOTTOM OF CISTERN - ELEV 359.0 CAP ON BOTTOM PIPE u 1' ELEV 358.5 6 NOTES: 1. CISTERN AND OUTLET STRUCTURE ARE NOT INTENDED TO BE A MITIGATING BMP FOR STORMWATER CODE COMPLIANCE. REFER TO ARCHITECTURAL PLANS (A2.11) FOR PLAN VIEW, ACCESS, AND HATCH. 2'x2' 2. CONTRACTOR SHALL COORDINATE WITH OWNER TO ADDRESS SHEAR GATE OPERABILITY FOR MAINTENANCE. OUTLET STRUCTURE 1"=1' (6" BELOW (TYP) 45' BEND nnr7nn A nr F IF L MHU JILL PER PLAN STORM DRAINAGE CLEANOUT 6"x6"x4" TEE W. 4" ELBOW PIPE SUPPORTS (TYP) 6" TEE 6" STORM Df IE PER PLAN 6" TYPE 1 CATCH BASIN 1" = 1' APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. RIM PER PLAN • Call 811 two business days before you dig W DMONDS 1 CATCH RWAA O GIST ISTST �SSIONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC DRAINAGE & GRADING DETAILS CITY ENGINEERING DIVISION 0 J W W W (10 z J 2 U a M 3 U 0 i 0 0 Q i U 0 0 N / a N O O O O N 12" E N 1 N O N 0 U QJ 0 1 / � w 0 m a w W N W z J U ca L I r^r-kI 1 — — PROPERTY LINE I CONCRETE PERMEABLE PAVEMENT ASPHALT I LANDSCAPE cry - — — — — — — — — - PANEL JOINTS cry 0 Cn 'ROPOSED WAY GEOMETRY, Z TO C3.1 10+00 __FER TO C3.2 FOR NTERLINE PROFILE EXISTING MAILBOXES TO REMAIN, PROTECT IN PLACE JRIVEWAY TINE OR RAKE FINISH GRAVEL PROTECTION, REFER TO NOTE 6 NOTES: 1. PERMEABLE PAVEMENT SHALL BE TURF STONE, OR APPROVED EQUIVALENT. INSTALL PAVEMENT ASSEMBLY PER MANUFACTURER'S REQUIREMENTS. 2. CONCRETE PAVING SHALL BE 4" CONCRETE OVER 4" CRUSHED SURFACING BASE COURSE. INSTALL CONCRETE PER CITY OF EDMONDS REQUIREMENTS AND STANDARDS. 3. CONCRETE PANEL JOINTS SHALL BE SAWCUT AND MEET GEOMETRY FOR CONTRACTION JOINTS PER WSDOT STD PLAN 4-30.10-04 (NO RADIUS). 4. CONCRETE DRIVEWAY FINISH SHALL BE BROOM FINISH IN NORTH -SOUTH DIRECTION. 5. CONTRACTOR SHALL ENGAGE GEOTECHNICAL ENGINEER TO EXAMINE SUBGRADE PRIOR TO CONSTRUCTION FOR DETERMINATION OF CSBC DEPTH. 6. GRAVEL PROTECTION SHALL BE j" CLEAN CRUSHED GRAVEL. 10" OR 12" CSBC, REFER TO NOTE 5 PERMEABLE - PAVEMENT SURFACING 1.0' LANDSCAPE SOILS 1 0' I o o #4 REBAR (TYP.) 1.5' 12" DRAIN MAT STRIP WITH 4" PIPED OUTLET THROUGH CURB AT MIDPOINT COMPACTED SUBGRADE FLUSH CONCRETE CURB GRAVEL PROTECTION AND FLUSH CURB DETAIL APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION 1 "=1' • Call 811 two business days before you dig 0 5' 10' 20' 1 inch = 10 feet 2 liidhwll Md i !Mcd 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W 3: N V W O Z u.l p Z a WCO) > W 111% Q co� = o W H Z ZFM oo p O !% CO) N 0 O ti W V N R . w``` WA 40799O IST �S81ONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC HORIZONTAL CONTROL & PAVING PLAN 0 w Q U r7 U 0 / 0 0 Q U C Z 0 0 N - 0 0 N 0 0 0 0 N n 0 E 6 1/2" 2' MINIMUM SAWCUT R =1/2" 5 1/2" SEE NOTE 10 1" HMA DEPTH SHALL BE 4" FOR RESIDENTIAL ROADS e R=1" AND 6" FOR ARTERIALS AND a COLLECTORS d 0.05 FT/FT SEE NOTE 12 N � d d e Q eQ d c .q R=1/2 a d t a O O 2" OF 5/8" 18" STANDARD 6" CSTC OR CSBC PER WSDOT MINUS CSTC SEE NOTE 11 STD SPEC 9-03.9(3) SEE NOTE 13 STANDARD TYPE "A" CURB/GUTTER (NOT TO SCALE) NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED EVERY 10 FEET. 5. FULL DEPTH EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB AND GUTTER SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2—FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED WHEN EXISTING PAVEMENT WOULD ABUT NEW CURB/GUTTER. 11. CURB/GUTTER SHALL BE 18" OR AS DIRECTED BY CITY ENGINEER. REFER TO CITY STANDARD CONCRETE CURB AND GUTTER DETAIL TR-520. 12. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 13. CSTC SHALL BE INSTALLED UNDER HMA WHEN HMA SAWCUT IS REQUIRED. CSBC SHALL BE INSTALLED UNDER HMA WHEN FULL ROAD RECONSTRUCTION IS REQUIRED. 14. NATIVE AND GRAVEL SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 95% MAX DENSITY. < S f . 10- REVISION DATE CVERTICAL APRIL 202, CITY OF EDMONDS CONCRETE CURB PUBLIC WORKS AND GUTTER STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R— 5 2 0 VERTICAL CONCRETE CURB & GUTTER NTS TRANSITION 5 DRIVEWAY WIDTH O STANDARD 1/2" PANEL FULL DEPTH CONCRETE 11 EXPANSION JOINT SIDEWALK Q (TYP) O SEE COE STD DTL TR-531 ��l O pLLJ 3 � > O3 �n NIA + I o W.v v. / PLANTER Z W \ PLANTER CONCRETE CURB Q DRIVEWAY APPROACH AND GUTTER, SEE FLOWLINE 8 3 SIDE SLOPE (TYP) O COE STD DTL SLOPE AS NEEDED TR-520 TO MATCH PLANTER DRIVEWAY APPROACH GRADES DRIVEWAY APPROACH WIDTH VARIES O 5' MIN 8'-12' 2' MIN 7 SAWCUT % VARIES2% MAX SLOPE ROUNDING a \ 6" CONCRETE DRIVEWAY APPROACH 2" 5/8" MINUS CSTC COMPACTED SUBGRADE 10 SECTION A —A NOTES: O1 CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2 CONCRETE SHALL BE CLASS 3000. 3 FINISH SHALL BE LIGHT BROOM. O4 FULL DEPTH 1/2" THRU EXPANSION JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT. MAXIMUM EXPANSION JOINT SPACING IS 10' CENTER TO CENTER. WHERE DRIVEWAY WIDTH IS LESS THAN 20', EXPANSION SHALL BE PLACED AT CENTER OF DRIVEWAY. O5 DRIVEWAY WIDTHS TO BE CONSISTENT WITH CITY STD DTL TR-541. DRIVEWAY WIDTH DOES NOT INCLUDE ADJACENT RAMPS. O6 A MINIMUM 4' RAMP TO BE INSTALLED UNLESS APPROVED OTHERWISE BY CITY ENGINEER. O7 FULL DEPTH 1/2" EXPANSION JOINT REQUIRED BETWEEN CURB AND DRIVEWAY APPROACH. O8 MAINTAIN 1/2" LIP AT GUTTER ADJACENT TO DRIVEWAY APPROACH. O9 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. 10 SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 11 INSTALL MINIMUM 5—FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. / REVISION DATE DRIVEWAY APPROACH JANUARY 2018 �- CITY OF EDMONDS TYPE III PUBLIC WORKS STANDARD DEPARTMENT DETAIL s} g 9 T R— 5 43 APPROVED BY: R. ENGLISH DRIVEWAY APPROACH TYPE NTS EXISTING SIDEWALK i r r.rwn - - PROPERTY LINE APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION CONCRETE ASPHALT SAWCUT LINE CURB OPOSED SIDEWALK VTER WITH TO THE NORTH :CT EXISTING WATER ADJUST TO GRADE INSTALL CURB TO e MATCH EXISTING PROPOSED DRIVEWAY, e REFER TO C3.2 FOR GRADING PROFILE GN PROPOSED CURB H EXISTING CURB IW LINE • Call 811 two business days before you dig 0 2.5' 5' 10' 1 inch = 5 feet 2 liidhwll Md i !Mcd 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W 3: N V W O z u.l � Z a W W 111% Q cj� = o W H Z Zoo0 U) C4 ti W V N R Cjyv WA F 40799O I ST �SSIONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC DRIVEWAY DETAIL C301 Dec 07, 2021 - 9:12pm ScmB Z:\2100001-2109999\2100167 Stine Residence\CADD\Design\C3.2 HC PAVE PF.dwg W a) V co O � UU7 00 O O O O O O O O O D � o � m O n F1 � 0 � � O r*m -T-1 O G) �;u z r FT] z z O G) Oz U o--I Z cn C7 O z CDon CD =� -.c-- CD 00 Co N CL >y N 0 0 S u 0 u o q o Q N O O n W N a -0 m D zic v �n M Z Z.. o 75 o �z m 75 C m a az m 0 �v 0 3 o� CD m m n n D � o v 0 + CTI 0 0 0 cn 0 0 0 0 0 CD 0 0 344.0 345.83 344.6 346.16 346.1 348.16 347.2 350.16 347.6 352.16 349.8 354.16 352.3 356.16 356.0 358.16 356.5 360.16 357.0 362.16 358.1 363.56 360.3 363.95 363.3 364.00 364.5 364.04 364.7 364.15 365.9 364.72 368.2 365.66 370.0 366.61 370.0 367.55 370.1 368.49 370.0 369.44 370.0 369.91 369.9 369.91 370.2 370.5 PVI STA. 12+40.80 I LL-JTJ.0 I I I PVI STA. 12+30.80 I...... .................. I I I I .............. }.. I ...............................Et- ...... ........ ................................................. I I I 346:00................................................................................ ................................................. ................................................. ............................................................................................................................................... ................................................. ........................................... ........... .......................... ..................................................................................................................................................................................................................................................................................................................................... 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I o .............................I ......... ........ ...................... m................... ............. x ...................... ........................................................ ................................................. ................. .......................... m c, D m .................................. ............................... ........................ ................................................. ................................................. ................................................. .......... .......................... .................................. {................. m..................... I I I I.............. ......... ...................................... ................................................. I ................................................. : .............................................. .......... .......................... 0 PVI STA: 11+01.30 :0.8................................ EL 364 PVI STA. 10+91.47 1=369.63 _..... _.... _..... PVI r STA. 10+25.98 m EL=370.05 PVI STA. 10+-�1.02 Et= 370..00................................................... 'VI STA. 10+17.79 L=369.70f /Co W (A -ph- U7 an -4 Oo co o O 2 STINE RESIDENCE 21702 98TH AVENUE WEST EDMONDS, WA 98020 �oa,0 h� 00 ti D < koM 00=3 o p fD �Ln O O U U c 0 0 0 Q U U C 01 O N 0 N O O O O N N m E 0 E a N N O N 0 0 365 360 355 350 345 340 335 330 375 370 365 360 355 350 345 340 TER SITE SECTION A SCALE: 1" = 5' MAINTENANCE DRIVE PROP WATER SITE SECTION C SCALE: 1" = 5' ■ ■M 365 370 360 365 355 360 350 355 345 350 340 345 335 340 330 335 375 370 365 360 355 350 345 340 PLANTER! MAINTENANCE DRIVE SITE SECTION B SCALE: 1 " = 5' APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION 370 365 360 355 350 345 340 335 0 2.5' 5' 10' • Call 811 e two business days 1 inch = 5 ft. HORZ before you dig 0 2.5' 5' 10' 1 inch = 5 ft. VERT kff 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W N CJ W O Z W � Z Q W W Q cl W H Z Zoo0 � O U) � O ti W r N R . w``` 40799 ISTER�� S81ONAL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC SITE SECTIONS C303 M E Cn E N I N O N 0 U N =,X //7.0/ = 0 8 \, XXXX)X- Xx Xx X x Xx Xx= XX X X7'-X-1 1367 X-� I XT X X�C X- \ I X , / / / 1 I O ° '` I '' , . ,/ ,/ HD 1 ,-' s BUSHES 0 S S I�;3;5 357p; 35 I 12' '' 1 / 1 ° ° I 9. ,'F a EAVES 35 2N D FL 31 3153.88 ' ; ; ; ; ; ' , CANTILEVER E D \ 60dN. \ / \F r-372.88 HOUS 1 / 7 7; AP C E ORSEFUTURE USE, WITHIR 2' r 1` ING WER SERVICE. SET F5 : b ; LEVATI01'LaA WI �III'IPE IN�E�T 0 3 48.5 \ " 3 0. J ; 363.9 WITH EXISTLNG._ CONNECTIONS 6 2 ; ; ; 0 EXISTING SECABE MADE IN W THE FUTURE, IF NE ESSARY. 1 m ; DECK N BACKFLOW; t A' B V 1 SFFU �ND WATER SERVICE ASSEMBLY' / T S 1 REFER T0� a FF CROSS NG, REFER TO NOTE W 1 7. (TYP) Z / . 0 NOTE 1 a ; I li a 5 ,o ° z 1 99 M _ _, 4 13C1.4% F =372.84 SD - H RIP-3 W. --- - FF 372.79 w' o w C. ; 36� .4 36 8F=364.58 1 , � . Z Oi 3 5 - T J L.i T T 1 76 1 T 11 At! I / D 1 ^ - .... .. /D , 11I(p D o o 11/ SD .3,/�; . 5 r L D a SD n o 1 D o D D D �Q ,, p o p / , a I /. I o/ 3 6�. 61 o D X >.1�t - L - _ H'ibRAN - ROCKS a C� N C . a 4" SFFU % _ I - - - EXTENSION,, -REFER T NO 1 ;' I a /'I SHD -9 1 32/05' � 369.3 GR SS 1 I 3 C C. W G 1 369, N SF r IVI O . � _ ------------ ; I S ;88° 2'4�11 - I , X-X-XX-X X-X -X -X- X X-1�X-X-X XX---XXXXXxr x XXxXX-Xx�XXx XXM--x XXx-LXx�-Xx XX-I-x 3A 1�__ 33 0 ' I � \ I 334.6 3 5.4 3 3 0 PERT`Y LINE (TYP) \ f I I 1 t PLAN I I , , I XI 1 33;6.2 336.E \\ 338.8 40. L I � 336.8 XI �No 334 1 1 ,34.6 / o X 33: - - 335.5 3/38.2�,39.3 343.2 C 3 A&o 40.8 m 3 4,6.2 W , W X 3344� 1 334.5 1 10 ' F X COND�T( V$LKVE. f OR ,'' 3 V.4 POTENTIAL FUTU EVEXTENSION ' X 336.5 � YH/HB PER OWNER'S DIRECTION /' M 35.3 B - 4 '2 =LSD SD XI 3 3 3Y., 1 X w w-mow w X - � V 7111- \ - ' _ '' ' _ I -------_ - - 334.6 - - T X ' � i X - SD _SD - FD FD - -\ - _ X_ ----1 - -37 --------- 1 / _41 X ---------�37.6 ------ ---_=-- _3-�9 : 3 x-xxfX =Tx - -xx =�� -- _x : �c x x -x-x _ 'i�=�- 4��5---= 49:6- _ -------;;'- _________________ ___-------- _----- 57.7- -;35-9-9 368X69 3 0' w L( --- C, )P LINE (TYP) o \ z I 1 , � I z O Q N m 0 � N LL 0 C:Y� XISTING" WATER V PIPING AND FITTINGS m (5� 11 G 7 37 67 PAINT -SPOT i rnrkin - - PROPERTY LINE s� STORM DRAIN FRENCH DRAIN w I WATER ss SEWER T I TELECOMM LINE 0 TELECOMM HH (HANDHOLE) SFFU SLEEVE FOR FUTURE USE YH/HB YARD HYDRANT/HOSE BIB NOTES: 1. YH/HB EXTENSION SHALL BE INSTALLED PER CITY OF EDMONDS' REQUIREMENTS. MAINTAIN 3' MINIMUM OF COVER. WATER PIPING AND FITTINGS SHALL BE POLYETHYLENE TUBING AND SHALL BE SDR9 AND CONFORM TO WSDOT STD SPEC. 9-30.6(3)B AND 9-30.6(4). BACKFLOW ASSEMBLY PER COE STANDAR DETAIL WA-140. COORDINATE YH/HB PRODUCT SELECTION WITH OWNER PRIOR TO BEGINNING WORK. 2. AT CROSSINGS, ROUTE SFFU BELOW WATER PIPE AND MAINTAIN 18" OF VERTICAL SEPARATION FROM BOTTOM OF WATER PIPE TO TOP OF SFFU. 3. MAINTAIN 2' MINIMUM COVER FOR SFFU. SLEEVE SHALL HAVE NO BENDS OR FITTINGS AND SHALL MEET CITY OF EDMONDS FINISHED GRADE REQUIREMENTS. SFFU WILL NOT BE USED AS THE CONVEYANCE PER LANDSCAPE PLAN PIPE IF A SEWER SERVICE IS EXTENDED IN THE FUTURE, BUT WILL BE USED AS A SLEEVE FOR A SEWER FORCE LINE (MIN. 2" IN DIAMETER). SEPARATE PERMIT WILL BE REQUIRED FOR THIS FUTURE 2 FORCE LINE EXTENSION/CONNECTION. DETECTABLE MARKING TAPE 2.0' MIN 4. MINIMUM OF 3' SEPARATION IS REQUIRED BETWEEN DRY UTILITIES (TYP) COVER AND SEWER, WATER AND STORM AND 5' IS REQUIRED FROM ANY SAND BEDDING 3" CITY MAIN LINES. (TYP) NOTE: INSTALLATION SHALL BE CONSISTENT "' WITH PSE GAS AND ELECTRIC 3" CONDUIT FOR UNDERGROUND SERVICE INSTALLATION FUTURE TELECOMM REQUIREMENTS (FORM 3061) TELECOMM CONDUIT APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: M. CITY ENGINEERING DIVISION = Call 811 • = two business days before you dig 0 5' 10' 20' 1 inch = 10 feet IiiWdhil Md i I otw 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com W O W 3: N V W O Z' u.l � Z a WCO) > W 111% Q co� = o W H Z Z_000 CO)� N 0 O ti W r N R . w``` IV WA 40799 ISTER�� SS10 AL DATE: December 7, 2021 JOB NO: 2100167 DESIGNED BY: SB DRAWN BY: JEP/KA CHECKED BY: JC APPROVED BY: JC UTILITY SERVICES PLAN Appendix D Project Requirements Stine Residence — Todd Stine Appendix D Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development Start Here Does the site have 35% or more of existing impervious coverage? u Does the project result in 5,000 square feet, or greater, of new plus replaced hard surface area? Yes All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. DEPARTMENT OF ECOLOGY State of Washington Yes See Redevelopment Minimum Requirements and Flow Chart (Figure 1-2.4.2). Does the project convert Y4 acres or more of vegetation to lawn or landscaped areas, or No convert 2.5 acres or more of IP native vegetation to pasture? Yes Minimum Requirements #1 through #5 apply to the new and replaced hard surfaces and the land disturbed. Does the project result in 2,000 square feet, or greater, of new plus replaced hard surface area? Yes / I No Does the project have land disturbing activities of 7,000 Yes square feet or greater? No Minimum Requirement #2 applies. Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development Revised June 2015 Please see http.//www.ecy.wa.gov/copyright.html for copyright notice including permissions, limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 1- Chapter 2 - Page 37 Appendix E Modelling Results - Model for Infiltration Trench Design - Structure Data for Existing Conditions - Model for Flow Control Exemption Stine Residence — Todd Stine Appendix E MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.55 Program License Number: 200410007 Project Simulation Performed on: 12/02/2021 12:29 PM Report Generation Date: 12/02/2021 12:30 PM Input File Name Project Name: Analysis Title: Comments: Trench Design.fld Stine Residence Infiltration Trench Design Computational Time Step (Minutes): PRECIPITATION INPUT 15 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96003605 Puget East 36 in_5min 10/01/1939-10/01/2097 Evaporation Station 961036 Puget East 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** """"WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.580 0.580 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.580 0.580 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin Till Forest ------------------------- Subbasin Total Subbasin 1--------- ------- Area (Acres) 0.580 0.580 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin Till Grass Impervious ------------------------- Subbasin Total Subbasin 1--------- ------- Area (Acres) 0.420 0.160 0.580 Proposed site conditions; permeable pavement is modeled impervious, because it is not being used as a BMP. ************************* LIN K DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LIN K DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: New Infilt Trench Lnk1 Link Type: Infiltration Trench Downstream Link: None Trench Type : Trench on Embankment Sideslope Trench Length (ft) 147.00 Trench Width (ft) 3.00 Trench Depth (ft) 2.00 Trench Bottom Elev (ft) 100.00 Trench Rockfill Porosity (%) 30.00 Constant Infiltration Option Used Infiltration Rate (in/hr): 0.60'- Trench design per coordination with geotech, consistent with plans Conservative design infiltration rate per cieotech report **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO Number of Subbasins: 1 Number of Links: 1 PREDEVELOPED POSTDEVELOPED ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 88.644 Total: 88.644 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 48.359 Link: New Infilt Trench Ln 125.620 Total: 173.980 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.561 ac-ft/year, Post Developed: 1.101 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Infilt Trench Lnk1 ********** Infiltration/Filtration Statistics -------------------- Inflow Volume (ac-ft): 129.30 Inflow Volume Including PPT-Evap (ac-ft): 129.30 Total Runoff Infiltrated (ac-ft): 125.62, 97.15% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.61 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 97.15% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Infilt Trench Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 9.500E-03 2-Year 3.877E-02 5-Year 1.620E-02 5-Year 9.326E-02 10-Year 2.221 E-02 10-Year 0.126 25-Year 2.972E-02 25-Year 0.179 50-Year 3.983E-02 50-Year 0.283 100-Year 4.357E-02 100-Year 0.333 200-Year 6.550E-02 200-Year 0.349 500-Year 9.500E-02 500-Year 0.369 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -97.6% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -84.3% PASS MEETS ALL LID DURATION DESIGN CRITERIA: PASS Project meets LID performance criteria PSnohomish County Online Government Information & Services Structure Information Close Window General Description Parcel Number 27032500109900 (R01 ) Structure Class Dwelling Structure Type Split Entry Year Built 1951 Exterior Features Foundation Cone or CB Exterior Siding -Lap ROOF Type: Gable Pitch Medium Cover Metal Interior Features Bedrooms 5 Full or 3/4 Baths 2 1/2 Baths 1 Heat Forced Hot Air - Gas Floor Area Floor 1 Base SF 1792 Finished SF 1792 1Ih-- _ -, - � r ,.� , �, S, 1F�r_ _. �a ��. .. """"'aG.: .,, r-, f:. w � ii �l• .1�. _ 27032500109900_R01.pdf 1 / 1 182% View this sketch in a separate window Use the structure sketches and information at your own risk. Sketches are extracted from County records on a regular basis and may not be current. All structure sketches, maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be considered an official citation to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provisions, may apply which are not depicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy, currency, completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data assume all responsibility for use thereof and agree to hold Snohomish County harmless from and against any damages, loss, claim or liability arising out of any error, defect or omission contained within said Data. Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of individuals intended for use for commercial purposes and, thus, no commercial use may be made of any Data comprising lists of individuals contained herein. Close Window MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.52 Program License Number: 200410007 Project Simulation Performed on: 10/14/2021 10:52 AM Report Generation Date: 10/14/2021 10:52 AM Input File Name: Flow Control Exemption.fld Project Name: Stine Residence Analysis Title: Flow Control Exemption Model Comments: Computational Time Step (Minutes) PRECIPITATION INPUT 15 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96003605 Puget East 36 in_5min 10/01/1939-10/01/2097 Evaporation Station 961036 Puget East 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.580 0.580 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.580 0.580 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Remaining area on site ---------- Subbasin : Subbasin 1---------- is grass, but was -------Area (Acres) -------- modeled as pasture to Till Pasture 0.530< Impervious 0.050 achieve a conservative ______________________________________ _______ estimate of existing Subbasin Total 0.51- flow Minimum impervious area on site per house+carport area as constructed in 1951 ----------------------SCENARIO: POSTDEVELOPED ---------- Subbasin : Subbasin 1---------- ------- Area (Acres) -------- Till Pasture 0.420 Impervious 0.160 Subbasin Total 0.580 Proposed site areas ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 0 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 86.358 Total: UU.J:JU Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 68.434 Total: 68.434 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.547 ac-ft/year, Post Developed: 0.433 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 0 ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Subbasin: Subbasin 1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.064E-02 2-Year 6.673E-02 5-Year 4.797E-02 5-Year 9.334E-02 10-Year 6.764E-02 10-Year 0.114 25-Year 0.105 25-Year 0.156 50-Year 0.165 50-Year 0.248 100-year flow does not 100-Year 0.214 100-Year 0.291 increase by over 0.15 cfs, 200-Year 0.223 200-Year 0.293 using a 15 minute time step 500-Year 0.235 500-Year 0.294 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals Appendix F Conveyance Calculations Runoff Calculation FlowMaster Calculation Stine Residence — Todd Stine Appendix F MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.52 Program License Number: 200410007 Project Simulation Performed on: 08/30/2021 6:52 PM Report Generation Date: 08/30/2021 6:52 PM Input File Name Project Name: Analysis Title: Comments: 2021-08-30.fld Stine Residence Analysis Computational Time Step (Minutes): PRECIPITATION INPUT 15 Extended Precipitation Time Series Selected Climatic Region Number: 3 Full Period of Record Available used for Routing Precipitation Station : 95004005 Puget West 40 in_5min 10/01/1939-10/01/2097 Evaporation Station 951040 Puget West 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** """"WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.580 0.580 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.580 0.580 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin Till Grass Impervious ------------------------- Subbasin Total Subbasin 1--------- ------- Area (Acres) 0.480 0.100 0.580 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1--------- ------- Area (Acres) Impervious 0.580 Subbasin Total 0.580 proposed site modeled as completely impervious ************************* LIN K DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LIN K DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 0 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 56.830 Total: 56.830 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Total: Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.360 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 0 ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Subbasin: Subbasin 1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 8.357E-02 2-Year 0.221 5-Year 0.129 5-Year 0.288 10-Year 0.162 10-Year 0.324 25-Year 0.209 25-Year 0.377 50-Year 0.260 50-Year 0.487 100-Year 0.265 100-Year 0.567 < 0.73cfs 200-Year 0.295 200-Year 0.583 500-Year 0.335 500-Year 0.605 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 2526.8% FAIL Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 3601.6% FAIL Maximum Excursion from Q2 to Q50 (Must be less than 10%): 99999.0% FAIL Percent Excursion from Q2 to Q50 (Must be less than 50%): 100.0% FAIL FLOW DURATION DESIGN CRITERIA: FAIL **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 51.6% FAIL Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 2526.8% FAIL LID DURATION DESIGN CRITERIA: FAIL Stine Residence Conveyance Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.010 Channel Slope 1.00000 Normal Depth 6.00 in Diameter 6.00 in Discharge 0.73 ft-/s >0.57 cfs Results Discharge 0.73 ft'/s Normal Depth 6.00 in Flow Area 0.20 ftz Wetted Perimeter 1.57 ft Hydraulic Radius 1.50 in Top Width 0.00 ft Critical Depth 0.43 ft Percent Full 100.0 % Critical Slope 0.00929 ft/ft Velocity 3.71 ft/s Velocity Head 0.21 ft Specific Energy 0.71 ft Froude Number 0.00 Maximum Discharge 0.78 ft'/s Discharge Full 0.73 ft3/s Slope Full 0.01000 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods So86idte$6MavMaster V8i (SELECTseries 1) [08.11.01.03] 4/26/2021 4:15:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Stine Residence Conveyance GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.00 in Critical Depth 0.43 ft Channel Slope 1.00000 % Critical Slope 0.00929 ft/ft Bentley Systems, Inc. Haestad Methods Sofl6i-We$EhfarMaster V8i (SELECTseries 1) [08.11.01.03] 4/26/2021 4:15:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Appendix G Geotechnical Report Stine Residence — Todd Stine Appendix G mHARTOWWSEIR A division of Haley & Aldrich MEMORANDUM DATE: January 25, 2022 To: Todd Stine From: David Winter, Hart Crowser, a division of Haley & Aldrich Re: Addendum to October 25, 2021 Geotechnical Letter Repor Stine Residence - 21701981h Avenue West Edmonds, Washington 19601-00 — This memorandum summarizes concurrence by Hart Crowser, a division of Haley & Aldrich (Hart Crowser), with the drainage plans prepared by KPFF for the referenced property. After discussions with you and the civil engineers at KPFF, we agree that it is reasonable to install a collection pipe at the base of the reconstructed south slope to collect groundwater from the apparent spring and from new drains installed into the reconstructed slope. The water will then be tightlined to the collection pond. In our opinion, runoff from the spring and from the south slope was already draining west towards the existing collection area in the current unimproved configuration. The new system will manage and direct that flow. We also have discussed with the City reviewer and with you and KPFF the design and operation plan of the stormwater infiltration system into the west yard. The system of infiltration trenches and overflow sections should allow a maximum volume of water to infiltrate within the newly constructed yard. Our October 25, 2021 revised geotechnical design letter is superseded by the discussions, agreements, and modifications as shown on the submitted plans and summarized in this letter. We have been a part of those discussions and agree with the conclusions and interpretations of our original recommendations. \\haleyaldrich.com\share\sea_projects\Notebooks\1960300_Stine_Residence_Drain_Field\Deliverables\Memos\2022_0125_HCHA_Geotech Letter Rpt Addendum F.docx 3131 Elliott Avenue, Suite 600 Seattle. Washington 98121 206, 324.9530 .0 iHA. R TCR 0 WSE R A division of Haley & Aldrich October 18, 2021 Todd Stine 21702 98th Avenue West Edmonds, WA 98020 Re: Recommendations for Residential Drainage and New Construction Support Revised After City of Edmonds Review 19601-00 Dear Todd: This letter summarizes the results of the test pit explorations and pilot infiltration tests (PITS) completed in the yard west of your home at 21702 98th Avenue West, in Edmonds, Washington. Based on those results and on our discussions with you and KPFF, we have prepared specific recommendations to improve the drainage of groundwater and surface water in the yard, and to provide appropriate support for the planned new construction. This letter also addresses the stabilization of the south slope in accordance with the requirements of ECDC 23.80.050, 060, and 070 for geologically hazardous areas. Explorations Eleven test pits (TP-1 through TP-11) were completed throughout the property to investigate the lithology and subsurface conditions (Figure 1— Site Plan and Table 1—Test Pit Information and Soil Descriptions). Soil encountered in the pits consists of three main lithologic units: dark brown sandy silt (fill), orange -brown sandy silt with gravel, and gray, very dense sandy silt with gravel (till). Fill is comprised of dark brown sandy silt with occasional brick, concrete, debris, or fabric fragments. Fill throughout the property was observed to approximately 1 to 2 feet below ground surface (bgs). Orange - brown sandy silt with gravel was encountered below the fill, with varying thicknesses ranging from 2.6 feet bgs, observed in the western part of the property (TP-1 and TP-5) to 8.5 feet bgs, observed in the eastern part of the property (TP-11). This material probably represents a weathered upper portion of the till below. Gravel, cobbles, and boulders were present in some test pits. Till, very dense, gray sandy silt with gravel, was observed at varying depths throughout the property. Till was encountered at shallower depths, ranging from 2.4 feet to 3.6 feet bgs, in the western part (TP-5 and TP-6), and deeper depths, ranging from 7 feet to 8.5 feet bgs, in the eastern part (TP-10 and TP-11). The change in elevation of the top of the dense till unit generally follows the change in elevation of the ground surface, with higher till and surface elevations in the eastern part of the property, and lower till and surface elevations in the west. 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 206.324.9530 A ALE Todd Stine October 18, 2021 19601-00 Page 2 These same lithologic units and trends were also observed in the slope along the southern edge of the property. Till was encountered at 2.4 feet bgs in TP-5, 3.6 feet bgs in TP-6, and 2 feet bgs in TP-9, suggesting the southern slope is naturally occurring. Groundwater was encountered at 2.5 feet bgs (TP-1) and 0.7 feet bgs (TP-2) in the western part of the property, adjacent to the seasonal pond, suggesting that the seasonal pond is hydrogeologically connected to the groundwater table. Groundwater or perched groundwater was also encountered at 2.6 feet bgs (TP-7), 4 feet bgs (TP-8), and 6 feet bgs (TP-10), suggesting the groundwater is flowing west toward the seasonal pond. Seeping water was also encountered in the test pits along the southern slope (TP-5, TP-6, and TP-9), which then appeared to flow westward at the toe of the slope, suggesting that groundwater or perched groundwater is flowing from the south to the northwest, toward the seasonal pond. We were not able to dig through the water, so we cannot tell if the groundwater on the west is a broader water table or a significant perched zone above the low permeability till. Table 1 — Test Pit Information and Soil Descriptions Additional Soil DepthSymbol Elevation Group Name Density Moisture Color Identification (feet bgs) Comments Test Pit 1 335.3 0 — 0.4 ML Sandy Silt moist dark brown [FILL] Sandy Silt with few cobbles, 334.9 0.4 — 0.9 ML moist orange -brown Gravel scattered wood Sandy Silt with 334.4 0.9 — 2.7 ML moist gray -brown wet at 2.5 feet Gravel Test Pit 2 333.7 0 — 0.7 1 ML Sandy Silt moist dark brown wet at 0.7 feet Test Pit 3 336.5 0 — 1.4 ML Sandy Silt moist dark brown Sandy Silt with 335.1 1.4 ML moist orange -brown occasional roots Gravel Test Pit 4 345.4 0 — 0.2 ML Sandy Silt moist dark brown [FILL] brick fragment at 345.2 0.2 — 1.2 ML Sandy Silt moist brown 1 foot, [FILL] Sandy Silt with 344.2 1.2 — 1.8 ML moist brown Gravel A as Todd Stine October 18, 2021 19601-00 Page 3 Additional Soil Elevation DepthSymbol Group Name Density Moisture Color Identification (feet bgs) Comments 343.6 1.8 - 2.2 MSandy SiltyL moist orange -brown with Gravel Test Pit 5 340 0 - 0.8 ML Sandy Silt moist dark brown scattered roots 339.2 0.8 - 2.4 ML moist gray Sandy Silt with water seepage on Gravel east sidewall Sandy Silt with [very 337.E 2.4 - 3.2 ML moist gray [TILL] Gravel dense] Test Pit 6 scattered roots, filter 339.9 0-1 ML Sandy Silt moist dark brown fabric at just below surface, [FILL] Sandy Silt with water seeping on 338.9 1 - 2.6 ML moist orange -brown Gravel south sidewall Sandy Silt with 337.3 2.6 - 3.6 ML moist gray continued seepage Gravel Sandy Silt with [very 336.3 3.6 - 4.5 ML moist gray [TILL] Gravel dense] Test Pit 7 336.6 0 - 0.6 ML Sandy Silt moist dark brown scattered roots Sandy Silt with 336 0.6 - 1.2 ML moist brown Gravel Sandy Silt with sidewalls caved due 335.4 1.2 - 2.6 ML wet dark brown Gravel to water seepage Test Pit 8 scattered roots, old 339.3 0 - 1.8 ML Sandy Silt moist dark brown car wheel at 1 foot, [FILL] 337.5 1.8 - 2.3 ML Sandy Silt moist black occasional roots Sandy Silt with water seepage at 337 2.3 - 4 ML moist brown Gravel 4 feet Sandy Silt with 335.3 4-6 ML wet gray -brown continued seepage Gravel A as Todd Stine October 18, 2021 19601-00 Page 4 Additional Soil Elevation DepthSymbol Group Name Density Moisture Color Identification (feet bgs) Comments Sandy Silt with [very 333.3 6 ML moist gray [TILL] Gravel dense] Test Pit 9 348 1 0-0.3 1 ML 347.7 0.3-2 ML 346 2 M L 346.2 1 0-2.5 1 ML 343.7 1 2.5-4 1 ML 342.2 4-7 ML 339.2 7 ML 356.6 0 — 0.5 ML 356.1 0.5 — 8.5 ML 348.1 8.5 ML Sandy Silt I I moist Sandy Silt with wet Gravel Sandy Silt with [very moist Gravel dense] Test Pit 10 Sandy Silt moist Sandy Silt with moist Gravel Sandy Silt with wet Gravel Sandy Silt with [very moist Gravel dense] Test Pit 11 Sandy Silt moist Sandy Silt with moist Gravel Sandy Silt with [very moist Gravel dense] scattered roots, dark brown construction debris, [FILL] g ray gray [TILL] few gravel, scattered brown roots some cobbles and boulders, 1.5 feet dark brown diameter boulder at 4 feet water seepage at brown 6 feet gray [TILL] dark brown scattered roots, [FILL] brown occasional roots gray [TILL] A ALE Todd Stine 19601-00 October 18, 2021 Page 5 Pilot Infiltration Testing Near two test pit locations (TP-3 and TP-4), we conducted small scale infiltration tests (PITs) to measure the field infiltration rate of the soil. The general procedures for the small scale PITs consisted of excavating a test cell using a small excavator about 3 feet wide by 3 feet long to a depths of 1.4 to 2.2 feet. The bottom of the test cells were approximately 9 square feet. The constant head portion of the test was conducted by adding water for 2 to 3 hours to the test pit at a rate that will maintain a water level of about 1 foot above the bottom of the pit. The flow rate into the test cell was measured with a bucket test. The rate in gallons per minute (gpm) necessary to maintain the water level was recorded at the end of the tests. The infiltration test performed in PIT-1, adjacent to the seasonal pond, measured a field infiltration rate of 1.8 inches per hour with a flow rate of 4 gallons per minute. The infiltration test performed in PIT-2, in the central part of the property, measured a field infiltration rate of 4.3 inches per hour based on a flow rate of 5 gallons per minute . These infiltration rates are higher than typical for till (approximately 0.5 inch per hour, not measured at this site). Infiltration at this site, in general, is likely limited by the low permeability of the till unit. No restrictive layers above the water table were identified below the bottom of the test cells. To obtain design infiltration rate, a correction factor of 0.33 was applied to the field infiltration rates. The corresponding design infiltration rate are 0.6 and 1.4 inches per hour (Table 2). Table 2 - Summary of Infiltration Test Results Infiltration Test Number Depth (feet bgs) Soil Description Length (feet) Width (feet) Area (Square feet) Field Infiltration Rate (inches/hour) Design Infiltration Rate (inches/hour) Sandy silt with gravel (ML), moist, orange- PIT-1 (TP-3) 1.4 3 3 9 1.8 0.6 brown, with occasional roots Sandy silt with gravel (ML), PIT-2 (TP-4) 2.2 3 3 9 4.3 1.4 moist, orange - brown Notes: Design rate used for infiltration trenches A ALE Todd Stine October 18, 2021 a. Design infiltration rate (inches per hour) = field infiltration rate x correction fact (0.33) Yard Drainage Recommendations 19601-00 Page 6 We recommend a three-part solution to the management of groundwater and surface water in the west yard. This area will be partially regraded, but the property to the south will remain at a higher elevation than the west yard. In addition, the property will continue to slope from the east down to the west. Our overall goal is to cut off and redirect as much of the surface and groundwater runoff to infiltration galleries on the upper part of the property before it drains naturally to the west part of the yard. ■ Cutoff Drain Along South Slope — It appears that groundwater and surface water runoff are exiting the slope along much of the south property line and being channeled to the low area on the extreme west side of the property. As part of the regrading, some of this slope will be rebuilt with terraces and short retaining walls. At the back of the retaining walls, we recommend installing 12 inches of free -draining soil (such as City of Seattle Type 17 Bank Run Gravel or approved equivalent) behind the wall, with a minimum 2-inch perforated HDPE collection pipe parallel to the wall at the base. Using short cross drains under the terraced retaining wall, we recommend connecting the back wall drainage to the base of the north wall and installing a second parallel 2-inch drain at the base of the northern -most retaining wall. This drain, in turn, should be connected to the French drains for infiltration across the yard (discussed below). The wall drains should be about a foot deep and surrounded by free draining sand and gravel, such as Type 17. This material typically has a fines content of less than 5 percent by weight and contains at least 30 percent gravel and about 60 percent sand. The maximum gravel size is 3 inches. We recommend the drains be wrapped in a filter fabric sleeve to reduce the potential for clogging or siltation. An additional important benefit of the walls and drains on this slope is the enhanced stabilizing effect it will create both from the terracing and from the drainage of groundwater. Parts of this slope are considered steep under the ECDC 23.80.050 criteria. Terracing the slope with designed walls and collecting and channeling water away with wall drains will improve the overall stability as well as manage the currently uncontrolled groundwater seepage and are in accordance with ECDC 23.80.060 and 070. ■ Infiltrating Trenches Across the Yard — We recommend two sets of shallow infiltration trenches. On the flat graded area at the base of the wall described above extend two lines of trenches diagonally from southwest to northeast at about a 45-degree angle. These lines should be about 30 feet apart, and the western most line should begin about 10 feet east of the top of the west graded downslope (see the sketched approximate location on the attached plan). One or two additional lines of infiltration trenches could be installed on the upper portions of the newly contoured yard. The upper trenches could receive the overflow from the new planned cistern or any hard scape runoff. The infiltration trenches should be constructed in a shallow trench about 2 feet wide and 2 feet A ALE Todd Stine October 18, 2021 19601-00 Page 7 deep. The bottom of the trenches would include at least 4 inches in diameter of perforated HDPE. For maximum infiltration the trenches should be backfilled with free -draining gravel, such as City of Seattle Type 4 (1-1/2-inch Washed Gravel) or approved equivalent. This material has a very low allowable sand content. At the top of the trench, 6 inches of organic topsoil can be placed to allow grass to take root and grow over the drains. We recommend placing a separation filter fabric over the top of the trench in such areas. We further recommend that the infiltration drain pipes not be directly connected to the storm drain system. ■ Lower Infiltration Area — It is difficult to predict how much water will find its way to the low western section of the yard with the new grading and enhanced drainage in place. It seems like it will be less than the volume that collects in the "pond" around the tree during the winter months. An average flow of about 3 gallons per minute is probably an upper bound except during heavy or prolonged precipitation events. The third part of the site drainage plan is to create a below -grade gravel storage and infiltration area to replace the pond. Since our test pits show low permeability soil within just a few feet of the ground surface and a high-water table (at least seasonally) in this area, we recommend the storage and infiltration area be shallow — perhaps only about 2 feet below grade — and exposed at the ground surface. The area extent can be estimated by KPFF, and the storage and infiltration area can be augmented with planting zones for trees or shrubs, if desired. Again, a typical backfill of Type 4 gravel will provide storage and will keep the surface stable. Grading and Backfill Note that the specific gradation requirements for the City of Seattle backfill types referenced in this letter report are in Section 9-03 Aggregates, page 9-22 of the 2020 City of Seattle Standard Specifications for Roads, Bridges, and Municipal Construction. If the yard regrading is done during the drier summer months, it should be possible to reuse the sandy site soils, especially the upper materials above the dense glacial till. If additional material is needed, then a traditional imported sand and gravel, such as the City of Seattle Type 17 or the less gravelly Type 15 pit run sand can be used. As long as the material is not fine grained, is placed in lifts of 12 inches or less, and is rolled or tracked into place it should be firm enough for a recreational area. Subgrade for Structures and Pavement For new exterior drive areas or paved patios, we recommend the subgrade consist of a minimum of 2 feet of either native non -organic soil recompacted in place, or imported fill placed in lifts and compacted to a firm and non -yielding condition. For concrete slabs or driveways, the upper 4 inches of subgrade must consist of a clean, well -graded sand and gravel fill to provide a capillary break. For the garage slab -on -grade, we specifically recommend a subgrade of 2 feet of imported and compacted fill, with the capillary break included. For the new garage foundations, we similarly recommend they be Todd Stine October 18, 2021 19601-00 Page 8 placed either on the native very dense glacial till or on a minimum thickness of 2 feet of imported well - compacted granular fill above a recompacted base of native soil. We recommend footings for the garage be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot. Our representative should be at the site intermittently during construction to provide geotechnical "special inspection" as we observe the installation of all drains and infiltration trenches, the new terraced retaining walls, and the subgrade below hardscapes. Hart Crowser, a division of Haley & Aldrich prepared this letter and these recommendations in accordance with our proposal dated February 5, 2021, our subsequent discussions, and with generally accepted geotechnical engineering practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, express or implied. Please contact us if you have any questions. Sincerely, HART CROWSER, A DIVISION OF HALEY & ALDRICH w,�j:, j6It coo ✓�//��Z� tom/ � CIS'IEn" �sS�nNAL �G� DAVID G. WINTER, PE BECCA DOZIER General Manager Senior Staff Hydrogeologist Attachments: Figure 1— Boundary and Topographic Survey Figure 2 — Plan, Site \\haleyaldrich.com\share\sea_projects\Notebooks\1960100_Stine Residence_Drain_Field\Deliverables\letters\Recommendations Letter\2021-1018-HCHA-Stine Recommendation Letter -Oct Revised.docx 215"' PL SW I 337,4 33�x7 ' TP-7 337�0 --_-- -- 359X5 U4 1 1 r S - 11 335,c0 — —x—'mac x—x / x=x—x � x—x _ _ ` ` / , x x—x x- � X —> 33 x�-- - - - ' - _ `` 3�40,/ �� x%x x Y x 29 01 , ,' // x - T 334,6 335x4 �` / 1 10w i r ' 354,,5 SH �39 0 , 35Ni / r I 1 , 1 D� i i\ r r 3� TP-2 W'y 16a`PLANTER i ��```3 2� 3638x2/ p \LO 1 336x2 3 338, 3 0Co334x1 .:� 33 i '1 340,f8 i ` ait34x6 � � / 0 3 �` // , `�� ` i / 357x7; 1 1 1 z I // 335x5 ; 33 M9,�3 , 343x2 , ^� , I 10 ` ° 1 r i 3 r l 1 r, ,l $ / - - OND r�`�A 4 , �, r I 3�18K5 `14� 35 r 1 ; 3 rT 3 3x9 r 1 1 1 r '9 1 $s 1 ' �� i' /� /� i' 3�2 1 i / 1 1 DECK \� , /� , , / // , cn 1 1 1 ! ABV. 1 334,c5 �`� _ i,' ,/ ' ,' 339,46 ,' i' i 3'44x ' / �� / / 1 1 1 PATIO ,337,c6 ,. GRASS ,' �. 34,2,(4 �i �/ ,' 347x5 52 �D112 ' GRASS i 357x# I 336,5 � � 3 6x'1 ' 1 1 ,' ,'�47x5 '� I 1 11 1 / B ,� i i , , . '3b�c41 391x4/ , 1 3 �'S43A1 344,7 34 �/ ,' �� r r l 1 3 341,c2 / r / / , , SDMH RIM 356.46 ! 1 1 / _ - - - - - - 336x6 ^ _�_ _ `, _ r CONC. ELKS. i 1 i36�Fx4 334x6 I — _ _ 33 r, ' ' _ �' �' _ _ _ _ _ _ / — _ _ _ 'r 35 356,c3 r r /641ic2 45_- _ 1 3j,3/ 35— _ A 6x6 , 35 37X5 1 / r 1 _ �41R -' �'��''�'357,A, a0 00 r i 364, 33---- -34 -- _- -- __ _ - x < 354!- 296.98''_- ,, ' 364x71 365,E 355 _ __ N 88'52'59 W" 34�6 , TP-3 -'3 - - ----- _- 357,7 --��- �360 ROCKSFDDECK CONC. o ; ; / 4.97 3620 HOU 35�x2 ' S8,c3 - ,- #2135 1 11 358x5 . O TP-5 = approximate location of test pits = approximate location of PIT tests (infiltration tests) 338,3 337,,9 TP-6 35M I ` 1 I ` 1 1 � I ARBOR\- 352x2/ 1 1 TP-11 x— GRAPHIC SCALE 20 40 ( IN FEET ) I INCH = 20 F-F. LEGEND © MONUMENT IN CASE • FOUND 1 /2" REBAR WITH CAP LSA SET BRASS SCREW W/WASHER LS 29539 ID ELECTRIC METER / VAULT FIRE HYDRANT ® GAS METER 0 SAN. SEWER CLEAN OUT 0 SAN. SEWER MANHOLE STORM DRAIN MANHOLE -0- UTILITY POLE 9� UTILITY POLE WITH LIGHT & DROP N VALVE ® WATER METER ASPH ASPHALT DW DRIVEWAY LAND SURVEYOR'S CERTIFICATE E ELECTRICAL POWER G GAS THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF TODD STINE IN MARCH, 2019. UY G Asti 'QF� o cn z �3 o fix, 29539 ems' �FG / STERF'� �J S��NAL L AND CERTIFICATE NO. 29539 REVISIONS DESIGNED BY RG DRAWN BY DATE PRINTED 3/27/2019 3:36:34 PM SCALE 1 " = 20' F.B. NO. DATA-C GENERAL NOTES IC LEGAL DESCRIPTION APN: 27032500109900 THAT PORTION OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SOUTHWEST QUARTER OF THE NORTHEAST QUARTER; THENCE SOUTH 0'35'56" WEST 331.74 FEET; THENCE NORTH 88'52'55" WEST 683.98 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 0'33'15" WEST 82.96 FEET; THENCE NORTH 88°53'09" WEST 296.95 FEET; THENCE NORTH 0'31'59" EAST 82.98 FEET; THENCE SOUTH 88'52'55" EAST 296.99 FEET TO THE TRUE POINT OF BEGINNING. (ALSO KNOWN AS NORTH HALF OF TRACT 35, ONAVU PARK DIVISION NO. 2, UNRECORDED PLAT THEREOF). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF TITLE REPORT AND THEREFORE DOES NOT PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS, RESERVATIONS, AND RIGHTS OF RECORD IF ANY. EQUIPMENT AND PROCEDURES WAC 332-130-100 ALL MEASUREMENTS WERE MADE WITH AN ELECTRONIC THEODOLITE WITH A ONE SECOND HORIZONTAL AND VERTICAL DISPLAY AND MANUFACTURES STANDARD POINTING DEVIATION OF THREE SECONDS AND AN ELECTRONIC DISTANCE MEASUREMENT DEVICE WITH A STANDARD DEVIATION OF 3MMf 3PPM, AND CHC X900 RTK GPS. ALL MEASUREMENTS ARE GROUND DISTANCES. GPS ONLY USED AS A BENCHMARK. FIELD TRAVERSE METHOD EXCEEDS W.A.C.'S 332-130-070, 332-130-090 & (GPS) 332-130-080. ALL POINTS INDICATED FOUND WERE VISITED IN 9-2019 UNLESS OTHERWISE NOTED. N CITES: IE INVERT ELEVATION REFERENCE SURVEYS SEE RECORDERS -AUDITORS FILE NUMBERS 201412125006 MEAS. MEASURED 1' CONTOUR INTERVAL, ACCURACY EXCEEDS 112 CONTOUR INTERVAL. OHP OVERHEAD POWER P PLAT ALL UTILITIES WHERE PLACED WITH HELP OF CITY SEWER CARD INFO WATER LINES WITH S SEWER VALVES AND METERS, GAS LINES MAPS FROM PUGET SOUND ENERGY. SHD SHED SPRING WITH FLOWING WATER W WATER CONIFEROUS TREE © WATER DISSIPATES TRUE EXTENT OF CANOPY NOT SHOWN NW-- NE DECIDUOUS OR ORNAMENTAL EVERGREEN TREE ZONING RS-10 ° TRUE EXTENT OF CANOPY NOT SHOWN ; 25 200.0 SPOT ELEVATION IS LOCATED AT THE DECIMAL POINT OF ELEVATION UNLESS NOTED WITH LEADER OR X SW- - SE T BUILDING LINE NOTE: THIS TOPOGRAPHIC SURVEY DRAWING REPRESENTS 600.0 4 SURFACE FEATURES LOCATED ON THE SITE. ANY UNDERGROUND XX_ CHAINLINK FENCE UTILITIES SHOWN ARE BASED SOLELY UPON INFORMATION CENTER LINE SECTION INDEX PROVIDED BY OTHERS EXCEPT AS MEASURED. GREENE LAND S 25, T 27 N, R 03 E, W.M., SURVEYING DOES NOT ACCEPT RESPONSIBILITY OR ASSUME DITCH LINES SNOHOMISH COUNTY, WASHINGTON. LIABILITY FOR UNDERGROUND UTILITY ACCURACY OR COMPLETENESS. --------- EASEMENTS PROPERTY LINE SURVEY CDCZ>� ROCKERY AOO 12 HORIZONTAL DATUM: NORTH 01'06'23" EAST ALONG THE EAST LINE OF THE SOUTH EAST 1 /4 SECTION 19 TOWNSHIP 25 NORTH, RANGE 5 EAST. VERTICAL DATUM: NAVD 1988 PER OPUS SOLUTION FILE: 7GPS079A0.190 OP1553187864771 WITH A STANDARD DEVIATION OF t0.07' -e- GREENE LAND SURVEYING 7408 f 64TH ST SW LYNNWOOD, WA. 98087 PHONE (206) 498-0979 JOB NO. BOUNDARY AND TOPOGRAPHIC SURVEY 2019.14 OF DRAWING NO. HOUSE #21702 98TH AVE W EDMONDS 19-14STINE FOR �:�E E T OF TODD STINE Stine Residence Garage Addition 21702 98th Avenue West Edmonds, WA 98020 4 2 1.21 3 1.21 5 1.21 _ 1.21 En 34 I , EC HouSE FND CK IN L ARBOR # o PLUC OFFSET N N S 8° 9" 8 30' 121 29 %. w .� 357� s USHES x 10' - n ° A 3 16" PLANTER ' 2 F- R. o } o w 404 40 9, o I o �_ C z 3 5X8 -1 o Ln o� s „o a 6„ N O U � x52 r� bEn EIQ 4 �LLJ Q N F- - - o a>>„ a,�o�z 1 _ Lower Infiltration Area -" °` 199 m P 14' 3sszs' rnrl� o I 1.21 3 4,,3 �a�o CONCRETE_ PAD z m � � ;1 GRAS 348.00, FOR HEAT PUMP 12 3s6.4s' 346.00 PRE S x B 360.33 96' PAS RS RI 9. 344.00' 343.6P 346.33' 3fi 363 341.33'r�� 348.33' 7 . 0.33' 343. 346.33' ' n , ° ' 340 Y _ 353,00' - 42' 343.00' 346.6P _ 366.06' 3 .00' .� 2 3 M 1 3 36 6 � .33' 369.6P 361.6 � 370.26' ° 'C ON 7 211 SHD ' �.� 4.9 7' EC K OUSE 34 , � AB V. #21708 �96 PATIO 4 MAIL BOXES 64, off' O" o P� French Drains Across the Yard Two additional lines Cutoff Drain Along South Slope of French drains could be installed in the upper portions of the yard. The upper drains could receive the overflow from the new planned cistern. 28 FEBRUARY 2021 1 PLAN, SITE �11 1/16"=1'-0" PLAN, SITE 0' 4' 8' 16' 32' M M (V O <V (00 Al. I I IN (V RESUB !;HM.TCROWS [R A division of Haley & Aldrich MEMORANDUM DATE: January 25, 2022 To: Todd Stine From: David Winter, Hart Crowser, a division of Haley & Aldrich Re: Addendum to October 25, 2021 Geotechnical Letter Report Stine Residence - 21701981h Avenue West Edmonds, Washington 19601-00 Jan 27 2022 CITY OF EDMONDS DEVELOPMENT SERVICES -- DEPARTMENT 22609 4 ZS12�- This memorandum summarizes concurrence by Hart Crowser, a division of Haley & Aldrich (Hart Crowser), with the drainage plans prepared by KPFF for the referenced property. After discussions with you and the civil engineers at KPFF, we agree that it is reasonable to install a collection pipe at the base of the reconstructed south slope to collect groundwater from the apparent spring and from new drains installed into the reconstructed slope. The water will then be tightlined to the collection pond. In our opinion, runoff from the spring and from the south slope was already draining west towards the existing collection area in the current unimproved configuration. The new system will manage and direct that flow. We also have discussed with the City reviewer and with you and KPFF the design and operation plan of the stormwater infiltration system into the west yard. The system of infiltration trenches and overflow sections should allow a maximum volume of water to infiltrate within the newly constructed yard. Our October 25, 2021 revised geotechnical design letter is superseded by the discussions, agreements, and modifications as shown on the submitted plans and summarized in this letter. We have been a part of those discussions and agree with the conclusions and interpretations of our original recommendations. \\haleya Id rich. com\share\sea_projects\Notebooks\1960100_sti ne_Residen ce_Drai n_Field\Deliverables\Memos\2022_0125_HCHA_Geotech Letter Rpt Addendum_F.docx 3131 Elliott Avenue. Suite 600 Seattle. Washington 98121 206 324.9530 Appendix H Declaration of Covenant Stine Residence — Todd Stine Appendix H After recording return to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Document Title(s) Declaration of Covenant - Private Stormwater BMP Reference Number(s) of Related Documents City of Edmonds (permit number) BLD2021-0622 Grantor(s) (Last, First and Middle Initial) STINE, TODD A. AND SARAH L. Grantee: City of Edmonds Legal Description (abbreviated form; i.e., lot, plat or section, township, range, quarter/quarter) Section 25, Township 27, Range 3, Southwest Quarter of Northeast Corner Assessor's Property Tax Parcel/Account Number at the Time of Recording: 27032500109900 The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Stormwater BMP WHEREAS, the undersigned Declarant(s) have installed one or more stormwater facilities under Edmonds Community Development Code (ECDC) Chapter 18.30 known as "stormwater best management practices (BMP)" as selected below: ❑✓ Permeable Pavement M Infiltration Trench/Gallery/Drywell ❑ Detention Pipe/Tank/Vault ❑ Concentrated Flow Dispersion ❑ Other: ❑ Infiltration Tank/Vault ❑ Sheet Flow Dispersion ❑ Reduced Impervious Footprint ❑ Rain Garden / Bioretention Cell WHEREAS, the City of Edmonds has allowed installation of the BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: 1. Declarant(s) warrant that he/she/they/it is/are the owner(s) of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as a 'BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. a. For infiltration -based BMPs, the BMP shall include all pretreatment devices upstream, the infiltration facility, and a minimum of 3-feet of soil beneath the infiltration contact layer, defined as the elevation at which runoff enters native soils. b. For bio-retention or rain garden BMPs, the BMP shall include all pretreatment devices upstream, the retention facility, the vegetation within the retention facility, and a minimum of 3-feet of soil beneath the infiltration contact layer, defined as the elevation at which runoff enters native soils. While specific plants are not necessarily required, a quantitative amount of vegetation coverage is required and may be subject to maintenance requests per Section 5. c. For dispersion based BMPs, the BMP shall include all pretreatment devices upstream, the dispersion mechanism/device, and all elements of the downstream vegetated flow path, including restrictions on slopes and surface materials, as required by ECDC 18.30. d. For detention BMPs, the BMP shall include all pretreatment devices upstream, the detention device, and the control structure device. e. For reduced impervious footprints, the BMP shall include all areas which are used as mitigation credits, including a full ten foot (10') driveway width when using wheel strip driveways. 3. The Owners shall maintain the size, placement, and design of the BMP as depicted on the approved site plan, Exhibit B, attached hereto and incorporated herein by this reference as if set forth in full, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where a BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners shall inspect BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working properly. The Owners also shall maintain all BMPs so they function as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the Property described on Exhibit A at all reasonable times for the purpose of inspecting the private stormwater BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. The Owners agree to maintain reasonable one-man access to all portions of the BMP and shall avoid permanent or lockable obstructions from blocking a reasonable path of access by City inspectors. Such obstruction may be the sole cause for the City to request maintenance as noted above. 6. If the City of Edmonds determines that the BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the Owners fail to perform required maintenance or make repairs within the established deadline, the work may be done by the City or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, 8. Dated: damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the BMP(s), the installation and presence of the BMP(s), and the acts or omissions of the Owners, their officers, employees, contractors, and agents relating to the construction, operation and maintenance of the BMP(s) on the Property, except for the City's intentional and willful tortious acts, and waive and release the City of Edmonds from any and all claims for damages and injunctive relief which the Owners may themselves have now or in the future, by reason of the construction, maintenance and operation of said BMP(s). This covenant shall run with the land and be binding upon the Owners. DECLARANT(S): (Signature) (Print Name) (Signature) (Print Name) State of Washington M County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me {Declarant(s)I to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they/it signed the same as his/her/their/its free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this day of (Signature) 20 . (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: My commission expires Exhibit A Legal description LEGAL DESCRIPTION APN: 27032500109900 THAT PORTION OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SOUTHWEST QUARTER OF THE NORTHEAST QUARTER; THENCE SOUTH 0°35'56" WEST 331.74 FEET; THENCE NORTH 88°52'55" WEST 683.98 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 0°33'15" WEST 82.96 FEET; THENCE NORTH 88°53'09" WEST 296.95 FEET; THENCE NORTH 0°31'59" EAST 82.98 FEET; THENCE SOUTH 88°52'55" EAST 296.99 FEET TO THE TRUE POINT OF BEGINNING. (ALSO KNOWN AS NORTH HALF OF TRACT 35, ONAVU PARK DIVISION NO. 2, UNRECORDED PLAT THEREOF). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. �— --- j \,335 3 33S i 336 i ° 334 1 339---_338 I — 341 340 I I 342 ° � I 343 I 344 i 345 i 13 1, I I � I I 1 6. I i I 1 i 1 C i 1349 347 D Vi o O 1351" 348 \\ 1351 349 i 1352 350 351 353 352 �I354 353 .355 -- -------- it 354 -- ---- --� F356 355 57.356 358 357 CID 3SS 358 359`_ p 359.. !•.: ,. w . .... O 36360 "S6 361 [11 362 1362 3631, 363 357 ` 359 L364 0;`360 362\ 363 h --- 3g4, i 365 0 1�-366- -367 i LL 0 i 0 369 i 3 � 0 370 i Appendix Operations and Maintenance Stine Residence — Todd Stine Appendix I Table V-4.5.2(1) Maintenance Standards - Detention Ponds (continued) Maintenance Conditions When Results Expected When Component Defect Maintenance Is Maintenance Is Per - Needed formed potential for erosion to continue. (Recommend a Goeth- echnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Only one layer of rock exists above native soil in area five square feet or larger, or any expos - Emergency Over- Emergency Over- ure of native soil at the Rocks and pad depth are flow/Spillway flow/Spillway top of out flow path of restored to design stand - spillway. ards. (Rip -rap on inside slopes need not be replaced.) Erosinr See "Side Slopes of Pond" Table V-4.5.2(2) Maintenance Standards - Infiltration Results Expec Maintenance Conditions When Maintenance Is ted When Component Defect Needed Maintenance Is Performed Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious "Detention See "Detention Vegetation See Ponds" (No. 1). Ponds" (No. 1). General Contaminants and See "Detention Ponds" (No. 1). See "Detention Pollution Ponds" (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Water ponding in infiltration pond Sediment is Storage Area Sediment after rainfall ceases and appropriate removed 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 833 Table V-4.5.2(2) Maintenance Standards - Infiltration (continued) Results Expec Maintenance Defect Conditions When Maintenance Is ted When Component Needed Maintenance Is Performed time allowed for infiltration. Treat- ment basins should infiltrate Water Quality Design Storm Volume within and/or facility is 48 hours, and empty within 24 hours cleaned so that after cessation of most rain events. infiltration sys- (A percolation test pit or test of facility tem works indicates facility is only working at according to 90% of its designed capabilities. Testdesign. every 2 to 5 years. If two inches or more sediment is present, remove). Filter bag is Filter Bags (if Filled with Sed- Sediment and debris fill bag more replaced or sys applicable) iment and Debris than 1/2 full. tem is redesigned. Sediment and By visual inspection, little or no water Gravel in rock Rock Filters flows through filter during heavy rain filter is Debris storms. replaced. Side Slopes Erosion See "Detention Ponds" (No. 1). See "Detention of Pond Ponds" (No. 1). E Emergency See "Detention Overflow Tree Growth See "Detention Ponds" (No. 1). Ponds" (No. 1). Spillway and Berms over 4 Piping See "Detention Ponds" (No. 1). See "Detention feet in height. Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Overflow Spillway Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth Sediment is Ponds and filled with Sediment of sediment. removed. Vaults and/or debris 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 834